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Home My WebLink AboutTrussIII 00 LUMBER 00.,LLC Signature (this o document acknowed that the client has reviewed this truss placement diagram lies a -. in its entirety and is in agreement with the following items including but not limited to: �,_..182` -� 132p 5". 6'10" 6'19' 156' 4'11" - A.) The client is responsible to verily theaauracy of information submitted foruse in design, fabrication, and sdredubng. Any labor, material, rX time delay incurred from inadequate or incorrect - I information supplied from the client will be at thedient's expense. i - B.) Design Criteria: The client acknowledges that the two design criteria noted on this two i; klatch Legend placement diagram meets or exceeds the design criteria specified by the building designer, engineer of IL 12-0 A.F.F. BRIG. record, and local and state building requirements. m R, Fabrication and Delivery. One approved truss placement diagram muse be returned to the trial COFFER STEP UP- manufacturer before fabrication and de' will be scheduled. Itisthedhent'sres onsibili beery in - J N coordinate deinre dates with thetmssm anufadurer. The dreM hall . s e a marked location r 6 - 14-0 FLAT CLG. W delivery, which must be accessible, level, and clear of material and debris, in lieu of this, trusses will be J o delivered in the best available location atour driver's discretion. Care and handling of the trusses j m P i � 14-0 A.F.F. BRIG. z following dilvery is the responsibility of the client cis 4 N . O N � 16'4• --- - - I.N < D.) Installation&Bracing! BCS12008( Building Component Safety Information WTCA/TPI J t2-0 - 1. EJ - n - FLT, ■ CLG. � 1C U" ■ n L 54 _ 6�C J c / %2-PTO - -COFFER (N CLG.) / N J EJ7 12-0 CLG. c, 1. Co % / % % % % % �. % - %./ % 12-0 FLT. CLG. J7 A i r c tie \ J] J7 \ i / � � � � � / / ry ip 4• S L I SA ' HANGER SCHEDULE ALL JACK TRUSSES TO BE TOE NAILED PER ALUTEK. DETAIL, W-TOENA2 SP, LND QTY. HANGER 15 JUS24 60 THD26 2 THD26.2 1 THDH28-3 8 SKH26R 1 HJC26 4 LSSH210 which the guidelines shall be followed when handling, installing, and bracing trusses. Tempmaryand/or - i f permanent 6racingand blocking is net included in the two package. Trusses shall bebraced to 3 ! Prevent rotation and provide Lateral stability in accordance with the requirements specified in the construction documents for the building and on the individual two design drawings. Theoverall i stability ofthe truss system is the responsibility of the building designer. Q Field Framing: Tray ceilings and other ceiling transitions require field framing others. i n6 ) Y � B may eq g by 2.) Ceiling drops and va8eys notshown are th be field framed by others. 3.) Overhangs may be over `Iq length-cuttofitinfield. Overhangs are 2x4 or 2x6-no blocking is applied. Comerjackswillbe r square cut and hip jacks will be double beveled. 3i F.) Repairs: Two related problems areto bereported to the truss manufacturer ASAP, preferably inwriting. DO NOTLUTANY TRUSSES before contacting the two manufacturer with specifics of the problem. Any field modifications made without an engineered repair drawing will be the responsibility - ?i€. E of the client No back charges ar crane charges of any kindwill be acepeted, unless specifically approved in writing by the truss manufacturer's management. rG.) This Truss Placement diagram was not created by an engineer, rather by Tibbetts Lumber Co. o ,j 11C stiff, and is purely to be used as an installation Bede and does not requ' gn 1O anal are on the Two Design Dmwin be led b T \ H _ Cy '4s .C� s Y■s gs may sea y eating post PIGGYBACKS ARE BEARING on ,�,� +,ONES ss •... 12:6 D 'kr % '/, °• /, 'a // '// Y, ' A a I RUNS @ 24- D.C. WMICH ARE h p t --- EJ7 FLT. eed�• - ' OJ /. '/ , t y. USED TO BRACE FLAT T.C. - Qi Q2' 1 // CLG. / % i/ /5 t. 13'3• iv )_r /; 1 2'0- 2'0"_ z0" 2' 2'0" 2'P 20' 2' ° e / / / / -/ / / / ' Inct,7r y ._ - C1 FLT. / i >tc nj '// ''/- - — ' e-. a ■ , ten N Di 2-PLY Dip N 2' 0" T 0' 2- / / / / / / / / ' p Y 2' 0" 2 0' " 2' 0" 2 ' —._ - .-.: - N ' ^' COFFER 102" CLG.)/ / / / ` �U' � n � � J3 � . • H g .a€, } D4EJ CJi o / / / / / / / / CiZ FLT. 5 m 1 XG fo a eating post EJ eeded. E,14 E EJ4 E EJ THE ENGINEER OF RECORD IS RESPONSIBLE 0 FOR SPECIFYING ALL LOADS RESULTING FROM kg, CANTILEVERED TRUSSES AND STRUCTURAL I FASCIAS THAT TRANSFER TO AND AFFECT THE - r ROOF TRUSSES ICJ7 �I 1 aTRUCTNR f 2611. 1 0 'EJ1G a -Mir h CJ3 CJ3 24.( HIS 'Y✓J CJ3r.i ¢ Ch 14-0 U _m 12-0 fal �m FLT. CLG- _I GI EJ1A -- - --- - FLT. m _ CJr. CLG. Floor Load; Rooi Load; 1t Pit TOLL, TCOL, SCLL, BCDL; Du, 40N put 20 TCLL, 10 TCOL, 0 BCLL, 10 BCDL; Div. 1.25 Design choked for 10 psi rencwwvurcurt LL on BC. Design checked for 70 psf naircptcurrent lL on BC. - Minix Engineering 8.2.1.267 0 9 Exposure : C 'j Building Code FBC 2020 Mean HgL : 18 2'0" 20• 2'0" 20" TO' 2'D' 20" 20' 2.0• 20" 20' 20" 20' 0' S 0' 20° 2'0' 2'0' 2'0` 2'0' 2'0• 2'0" 2& 2a,. 2.0• YO' TO' �1 > DENOTES LEFT END OF TRUSS .4T 2'0• 2'. 2 O 20' 20", 20' 0" 20" 2a' 2.0" 20- 2'0" 20- r0" 20' 2'0• SO' J - ASCE 7-i6 Bldg.Cat. II 1 o TPI 1-2014 Importance Factor : 11 I TRUSS END DETAIL 5 Truss Design : C & C Enclosure : Enclosed PLUM CUT CANnOEVER W Uplift Cate. : MWFRS Entry : Exposedto Wind f D Wind Speed : 180 mph US Lanai : Exposed m Wind I 12-0 12 = i ) FLT. 61 g ROOF CRITERIA FLOOR CRITERIA �J 12-0 CLG. I • G T.C. Pitch 6 / 12 CLG. -I to t, 4-]!1S rfFH IIEMaIir a B.C. Pitch - 112 Depth ,p T.C. Size 2X4 A Spacing 9 a 12' T-oe. Heel Hgt. - 4-7/16 -- __ - -- -on_� 7 ts'e' 1 Beating 8" r4un- ZD Cantilever 24 Vapor barrier between floor & concrete by others. N Overhang _ Floor trusses held back 3/4" at exterior walls, a a f m a m m block & fig by others. Blocking for vertical load transfer a a Spacing ZC o.c. by others. all NG FRA ED j r - Odd space floor trusses around plumbing as noted 00 BSY B DER14-0 m E _ -J // / // I CLG. L J 9 H q _ 1 > O o. Approved by: ' ' 0' z4r oil r Desired delivery date: n a v3 W Approval Date: Date, In6els, DeDescriptionh812 --.. -_ t'-41 H 6' tll. rile 1 DNr Revised to new codes. ' ra sz m y °P1 PPF6 TYPICAL CANT.CORNER SET pro FLT.. .._ _. CLG..-...- _o R2 2-PLY CJt rp 0 R7( - _... 20'1' 313" T01/2" 2'a" ter 3S _ 6B" 3'S' 8'1p- P7" SS 15'6' T4" 73'2112' 4'1$ - client, Rudy Vega Project D Vega residence - Address: , 1950 S Brocksmith Rd Ft Pierce, Ff 34945 Dist! i 4/29/2021 Designer: i DN-.�._.,«��,.. Project # 508208 ® 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: 508208 -Rudy Vega MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Rudy Vega Project Name: Vega Model: .. Tampa, FL.33610-4115 Lot/Block: .. Subdivision: .. Address: 1950 BROCKSMITH RD., .. City: FORT PIERCE State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2020/TP12014 Design Program: MiTek 20/20 8A Wind Code: ASCE 7-16 Wind Speed: 160 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 168 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 611315-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T23802042 Al 513/21 15 T23802056 A15 5/3/21 2 T23802043 A2 5/3/21 16 T23802057 A16 5/3/21 3 T23802044 A3 5/3/21 17 T23802058 A17 5/3/21 4 T23802045 A4 5/3/21 18 T23802059 A18 5/3/21 5 T23802046 A5 5/3/21 19 T23802060 A19 5/3/21 6 723802047 A6 5/3/21 20 T23802061 A20 5/3/21 7 T23802048 A7 5/3/21 21 T23802062 A21 5/3/21 8 T23802049 A8 5/3/21 22 T23802063 A22 5/3/21 9 T23802050 A9 5/3/21 23 T23802064 A23 5/3/21 10 T23802051 A10 5/3/21 24 T23802065 A24 5/3/21 11 T23802052 All 5/3/21 25 T23802066 A25 5/3/21 12 T23802053 Al2 5/3/21 26 T23802067 A26 5/3/21 13 T23802054 A13 5/3/21 27 T23802068 A27 5/3/21 14 T23802055 A14 5/3/21 28 T23802069 A28 5/3/21 STATE • .�,BERNgR 0. 11N O �i__, r s, - " ARCH1-T This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Tibbetts Lumber Company -Palm Bay. Truss Design Engineer's Name: Lee, Julius 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 ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design 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. svL1US LFR No 34869 00 STATE OF GO Q� 0is��NA1 JJJIIIIIl1��ll%% � Julius Lee PE No.34869 MITek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 3,2021 Lee, Julius 1 of 3 —�NMe MiTek 0 RE: 508208 -Rudy Vega Site Information: MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Rudy Vega Project Name: Vega Model: Lot/Block: .. Subdivision: .. Address: 1950 BROCKSMITH RD., .. City: FORT PIERCE State: FL No. Seal# Truss Name Date No. Seal# Truss Name Date 29 T23802070 A29 5/3/21 86 T23802127 CJ10 5/3/21 30 T23802071 A30 5/3/21 87 T23802128 D1 5/3/21 31 T23802072 A31 5/3/21 88 T23802129 D2 5/3/21 32 T23802073 A32 5/3/21 89 T23802130 D3 5/3/21 33 T23802074 A33 5/3/21 90 T23802131 D4 5/3/21 34 T23802075 A34 5/3/21 91 T23802132 D5 5/3/21 35 T23802076 A35 5/3/21 92 T23802133 D6 5/3/21 36 T23802077 A36 5/3/21 93 T23802134 D7 5/3/21 37 T23802078 A37 5/3/21 94 T23802135 EJ1 5/3/21 38 T23802079 A38 5/3/21 95 T23802136 EAA 5/3/21 39 T23802080 A39 5/3/21 96 T23802137 EJ1B 5/3/21 40 T23802081 A40 5/3/21 97 T23802138 EJ1C 5/3/21 41 T23802082 A41 5/3/21 98 T23802139 EJ1P 5/3/21 42 T23802083 A42 5/3/21 99 T23802140 EJ2 5/3/21 43 T23802084 A43 5/3/21 100 T23802141 EJ3 5/3/21 44 T23802085 B1 5/3/21 101 T23802142 EJ4 5/3/21 45 T23802086 B2 5/3/21 102 T23802143 EJ5 5/3/21 46 T23802087 B3 5/3/21 103 T23802144 ER 5/3/21 47 T23802088 B4 5/3/21 104 T23802145 EJ8 5/3/21 48 T23802089 B5 5/3/21 105 T23802146 EJ9 5/3/21 49 T23802090 B6 5/3/21 106 T23802147 HA 5/3/21 50 T23802091 B7 5/3/21 107 T23802148 HAP 5/3/21 51 T23802092 B8 5/3/21 108 T23802149 HJ2 5/3/21 52 T23802093 B9 5/3/21 109 T23802150 HJ3 5/3/21 53 T23802094 B10 5/3/21 110 T23802151 HJ4 5/3/21 54 T23802095 B11 5/3/21 111 T23802152 HJ5 5/3/21 55 T23802096 C1 5/3/21 112 T23802153 HJSA 5/3/21 56 T23802097 C2 5/3/21 113 T23802154 HJ6 5/3/21 57 T23802098 C3 5/3/21 114 T23802155 K1 5/3/21 58 T23802099 C4 5/3/21 115 T23802156 K2 5/3/21 59 T23802100 C5 5/3/21 116 T23802157 K3 5/3/21 50 T23802101 C6 5/3/21 117 T23802158 K4 5/3/21 51 T23802102 C7 5/3/21 118 T23802159 L1 5/3/21 52 T23802103 C8 5/3/21 119 T23802160 L2 5/3/21 53 T23802104 C9 5/3/21 120 T23802161 M1 5/3/21 34 T23802105 C10 5/3/21 121 T23802162 M2 5/3/21 35 T23802106 C11 5/3/21 122 T23802163 M3 5/3/21 56 T23802107 C12 5/3/21 123 T23802164 M4 5/3/21 37 T23802108 C13 5/3/21 124 T23802165 M5 5/3/21 38 T23802109 C14 5/3/21 125 T23802166 M6 5/3/21 59 T23802110 C15 5/3/21 126 T23802167 MG1 5/3/21 70 T23802111 C16 5/3/21 127 T23802168 MG3 5/3/21 71 T23802112 C17 5/3/21 128 T23802169 N1 5/3/21 72 T23802113 C18 5/3/21 129 T23802170 N2 5/3/21 73 T23802114 C19 5/3/21 130 T23802171 N3 5/3/21 74 T23802115 CA 5/3121 131 T23802172 N4 5/3/21 75 T23802116 CAA 5/3/21 132 T23802173 N5 5/3/21 76 T23802117 CJ2 5/3/21 133 T23802174 N6 5/3/21 77 T23802118 CJ3 5/3/21 134 T23802175 N7 5/3/21 78 T23802119 CJ3A 5/3/21 135 T23802176 N8 5/3/21 79 T23802120 CJ3B 5/3/21 136 T23802177 N9 5/3/21 30 T23802121 CJ3C 5/3/21 137 T23802178 N10 5/3/21 51 T23802122 CJ5 5/3/21 138 T23802179 P1 5/3/21 52 T23802123 CJSA 5/3/21 139 T23802180 P2 5/3/21 33 T23802124 CJSF 5/3/21 140 T23802181 P3 5/3/21 34 T23802125 CJ6 5/3/21 141 T23802182 P4 5/3/21 35 T23802126 CJ9 5/3/21 142 T23802183 P5 5/3/21 2 of 3 MiTek' RE: 508208 -Rudy Vega Site Information: Customer Info: Rudy Vega Project Name: Vega Model: Lot/Block: .. Subdivision: .. Address: 1950 BROCKSMITH RD., .. City: FORT PIERCE State: FL No. Seal# Truss Name Date 143 T23802184 PB1 5/3/21 144 T23802185 PB2 5/3/21 145 T23802186 PB3 5/3/21 146 T23802187 PB4 5/3/21 147 T23802188 P65 5/3/21 148 T23802189 P136 5/3/21 149 T23802190 PB7 5/3/21 150 T23802191 PB8 5/3/21 151 T23802192 P139 5/3/21 152 T23802193 PB10 5/3/21 153 T23802194 R1 5/3/21 154 T23802195 R1 GE 5/3/21 155 T23802196 R2 5/3/21 156 T23802197 S1 5/3/21 157 T23802198 S1GE 5/3/21 158 T23802199 S2 5/3/21 159 T23802200 S3 5/3/21 160 T23802201 T1 5/3/21 161 T23802202 T2 5/3/21 162 T23802203 V1 5/3/21 163 T23802204 V2 5/3/21 164 T23802205 V3 5/3/21 165 T23802206 V4 5/3/21 166 T23802207 V5 5/3/21 167 T23802208 V6 5/3/21 168 T23802209 V7 5/3/21 3 of 3 MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Qty PlyT2JRoudReference Vega T23802042 508208 Al HALF HIP GIRDER 1 (optional) i wucuo wuwei company, rann may, r, -Draw, t5.43U s Hpr zu zuzl mi I eK Incustrles, Inc. Mon May 3 u6:zab1 zuzi Page 1 ID:OIR7uvPCrTEdiMbCgUSxELyQZsg-7ND21 XsVOmz1 QkYKONxzX1 g6LK5ngny7rTLs7azKGRA 4-8-0 _ ,6.2-12i 12.9-6 19-0-1 25-10-11 32-5-6 39-0-0 42-7-2 46-0-0 4-&0 1-6-12 6-6-10 6$10 6-6-10 6-6-10 6-6-10 3.7-2 3-8-14 Special Special Special Special Special Special Special 6.00 12 6x6 2x4 II Special 7x8 = Special Special 2x4 II Special Special 7x8 = Special r- d Scale = 1:78.7 Special Special Special Special Special 2x4 II 4x8 = 3x4 II D 40 19 18 41 42 17 43 44 45 46 16 47 48 49 15 50 51 52 14 53 54 55 13 56 1257 58 11 59 4x6 = NOP2X STP = Special Special 7x8 = Special 2x4 II Special Special 5x8 = Special Special 2x4 II Special NOP2X STP = 5x6 = 6x6 3x8 II Special Special Special Special Special Special Special 6x8 = Special Special 4x4 = Special Special Special Special "Special" indicates special hanger(s) or other connection device(s) required at locabon(s)shown. The design/selection of such special connection device(s) is the responsibility of others. This applies to all applicable truss designs in this job. 6-2-12 i 41 -0� 0 i 191-6 194-1 25-10-11 32-5-0 39-0-0 42-7-2 46-0-0 4-0-0 041 6-0-10 6 6-10 6E10 6-0-10 6E•10 3-7-2 3-e-14 1-6.12 Plate Offsets (X,Y)—[1:0-2-0,0-0-8],[3:0-3-0,0-2-7],[5:0-4-0,0-4-8] [7:0-4-0 0-"] [12:0-3-0 0-3-0] [15:0-4-0 0-3-0] [17:0-2-8 0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.29 15-16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.19 15-16 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(CT) -0.05 13 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 573 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 10-0-0 cc puffins, 1-3: 2x4 SP No.2 except end verticals, and 2-0-0 cc purlins (6-0-0 max.): 3-10. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. 1-17: 2x6 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (size) 11=Mechanical, 19=0-8-0, 13=0-8-0 Max Horz 19=164(LC 8) Max Uplift 11=1017(LC 38), 19=-2620(LC 8), 13=-3836(LC 8) Max Grav 11=902(LC 8), 19=2149(LC 39), 13=3481(LC 38) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=575/680, 2-3=839/1091, 34=2411/2761, 4-5=2433/2782, 5-6=-2475/2597, 6-7=-2475/2597, 7-8=3049/2866, 8-9=3049/2866 BOT CHORD 1-19=558/578, 18-19=558/413, 17-18=952f724, 16-17=-3365/3125, 15-16=3365/3125, 14-15=-423/452,13-14=-423/452,12-13=1345/1318,11-12=1345/1318 WEBS 2-19=-1949/2432, 2-18=2008/1548, 3-18=-1360/765, 3-17=-2254/2193, 4-17=509/485, 5-17=992/643, 5-16=164/308, 5-15=719/851, 6-15=508/492, 7-15=-2405/2241, 7-14=-164/301,7-13=3671/3843,8-13=-495/492,9-13=2011/2289,9-11=-1752/1777 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"4") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 cc, 2x6 - 2 rows staggered at 0-9-0 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc, 2x4 - l row at 0-9-0 cc. This item has been Webs connected as follows: 2x4 - 1 row at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to electronically signed and ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Sealed by Lee, Julius, PE 3) Unbalanced roof live loads have been considered for this design. using a Digital Signature. 4) Wind: ASCE 7-16; Vutt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15111; B=97ft; L=97ft; eave=lift; Printed copies of this p Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 document are not considered 5) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck signed and sealed and the to the use of this truss component. signature must be Verified 6) Provide adequate drainage to prevent water ponding. On any electronic copies. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Julius Lee PE'No. 34869 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 MiT@kUSAI, thc.,FL Cart 61634 will fit between the bottom chord and any other members. 6904 Parke East Blvd. Tampa FL33610 10) Refer to girder(s) for truss to truss connections. Date; 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) May 3,2021 11=1017. 19=2620. 13=3836. Continued on page 2 ® 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 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 ANSI1nPI1 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 Rudy Vega T23802042 508208 Al HALF HIP GIRDER 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:20:51 2021 Page 2 ID:OIR?uvPCrTEdiMbCgUSxELyQZsg-7ND21 XsVOmz1 QkYKONxzXI g6LK5ngny7rTLs?azKGRA NOTES- 12) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 130 lb down and 113 lb up at 12-3-8, 130 lb down and 113 lb up at 14-3-8, 130 lb down and 113 lb up at 16-3-8, 130 lb down and 113 lb up at 18-3-8, 130 lb down and 113 lb up at 20-3-8, 130 lb down and 113 lb up at 22-3-8, 130 lb down and 113 lb up at 24-3-8, 130 lb down and 113 lb up at 26-3-8, 130 lb down and 113 lb up at 28-3-8, 130 lb down and 113 lb up at 30-3-8, 130 lb down and 113 lb up at 32-3-8, 130 lb down and 113 lb up at 34-3-8, 130 lb down and 113 lb up at 36-3-8, 130 lb down and 113 lb up at 38-3-8, 130 lb down and 113 lb up at 40-3-8, 130 lb down and 113 lb up at 42-3-8, and 130 lb down and 113 lb up at 44-3-8, and 120 lb down and 113 lb up at 45-7-8 on top chord, and 153 lb down and 124 lb up at 0-0-0, 686lb down and 1076 lb up at 6-2-12, 16 lb down and 200 lb up at 8-3-8, 16 lb down and 200 lb up at 10-3-8, 12 lb down and 79 lb up at 12-3-8, 12 lb down and 79 lb up at 14-3-8, 12 lb down and 79 lb up at 16-3-8, 12 lb down and 79 lb up at 18-3-8, 12 lb down and 79 lb up at 20-3-8, 12 lb down and 79 lb up at 22-3-8, 12 lb down and 79 lb up at 24-3-8, 12 lb down and 79 lb up at 26-3-8, 12 lb down and 79 lb up at 28-3-8, 12 lb down and 79 lb up at 30-3-8, 12 lb down and 79 lb up at 32-3-8. 12lb down and 79 lb up at 34-3-8, 12 lb down and 79 lb up at 36-3-8, 12 lb down and 73 lb up at 38-3-8, 12 lb down and 41 lb up at 40-3-8, 12 lb down and 41 lb up at 42-3-8, and 12 lb down and 41 lb up at 44-3-8, and 20 lb down and 49 lb up at 45-7-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-60, 3-10=60, 1-11=20 Concentrated Loads (lb) Vert: 1=138(F) 18=545(B) 7=20(B) 14=2(B) 22=20(B) 23=20(B) 25=-20(B) 26=20(B) 27=20(B) 28=20(B) 29=20(B) 30=20(B) 31=20(B) 32=20(131) 34=20(B) 35=20(B) 36=20(1]1) 37=20(131) 38=20(B) 39=20(B) 40=33(131) 41=98(B) 42=98(B) 43=2(B) 44=2(B) 45=2(B) 46=2(B) 47=2(B) 48=2(B) 49=2(B) 50=2(B) 51=2(B) 52=2(B) 53=2(B) 54=2(B) 55=2(B) 56=2(B) 57=2(B) 58=2(B) 59=3(B) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M,I7EK REFERENCE PAGE Mil-7473 rev. 6/19,2020 BEFORE USE. �' Design valid for use only with Mrek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 A A'�1�� is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Itl� ell fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply Rudy Vega T23802043 508208 A2 ROOF SPECIAL 1 1 Job Reference (optional) ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:21:10 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-41 tEO14QYcMKCfVz?smQp1 zC1_RcclbwDwSM9zzKGQt 0-6-15 �_2-0-12 , i 3-2-0 8-2-0 13-8-12 21-3-8 28-10-0 36-5-0 44-3-0 2-0-12 2-7-1 3.0.0 7-6-12 1-6-12 7.6-12 7.8-12 7-104 0-8.15 Scale = 1:79.4 6.00 F12 5x6 h� P�M.II FASTEN TRUSS TO BEARING FOR THE UPLIFT REACTION SHOWN WHILE PERMITTING NO UPWARD MOVEMENT OF THE BEARING. 3x6 = 5x6 = 19620 — — — 7 14 5x8 = 13 6x6 = 3x4 = 8 12 5x8 = 5x6 = 3x4 11 10 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TP12014 CSI. Tc 0.91 BC 1.00 WB 0.96 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl Ud -0.27 13 >999 360 -0.60 13-14 >821 240 0.14 11 n/a n/a 0.37 13 >999 240 PLATES GRIP MT20 244/190 Weight: 242 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 10-0-0 cc purlins, 1-5: 2x4 SP SS except end verticals, and 2-0-0 cc purlins (2-2-0 max.): 1-5, 4-10. BOT CHORD 2x4 SP SS *Except- BOT CHORD Rigid ceiling directly applied or 1-4-12 cc bracing. 14-17: 2x4 SP No.2 WEBS 1 Row at midpt 6-15. 9-11 WEBS 2x4 SP No.2 *Except* JOINTS 1 Brace at Jt(s): 10, 3 2-17: 2x6 SP No.2 REACTIONS. (size) 17=2-11-4, 11=Mechanical, 16=2-11-4 Max Horz 17=211(LC 12) Max Uplift 17=1858(LC 22), 11=627(1_C 12), 16=-1619(LC 12) Max Grav 17=619(LC 12), 11=1498(LC 1), 16=3807(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-17=706/1819, 2-3=1760/3534, 3-5=1760/3534, 2-4=-170/341, 6-7=-2462/1184, 7-8=-3332/1506, 8-9=2584/1161 BOT CHORD 14-15=1111/2115, 13-14=1562/3227, 12-13=-1550/3274, 11-12=1090/2263 WEBS 5-1 5=474/1360, 4-5=494/444, 6-15=2638/1274, 6-14=-207/847, 7-14=-959/513, 7-13=-32/273, 8-12=857/512, 9-12=1941793, 9-11=2525/1217, 2-16=-3977/2047, 5-16=-4031 /2017 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-12 to 0-2-12, Interior(1) 0-2-12 to 6-2-0, This item has been Exterior(2R) 6-2-0 to 12-2-0, Interior(1) 12-2-0 to 44-1-8 zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by Lee, Julius, PE to the use of this truss component. using a Digital Signature. 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. Printed Copies Of this 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 document are not considered will fit between the bottom chord and any other members. signed and sealed and the 7) Refer to girder(s) for truss to truss connections. signature must be verified 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) On an electronic copies. 17=1858,11=627,16=1619. Y P 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Julius Lee PE No. USO 10) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward MI7ak;USA, (nc..'FLCart6634 movement at the bearing 17. Building designer must provide for uplift reactions indicated. 8gh4P.arke,EastBlvd. Tampa FL33610 Date: May 3,2021 A 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 i 1' buildingdesign. 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 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 Type Qly Ply Rudy Vega jRrOOuss T23802044 508208 A3 F SPECIAL 1 1 Jab Reference (optional) ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MTek Industries, Inc. Mon May 3 08:21:33 2021 Page 1 ID:OjR7uvPCrTEdiMbCgUSxELyQZsg-uSmxrvMr7gG3TBIOrChgEtQ9oFKcVlfIV7X4T8zKGQ W -2-0-12 , 3-2-15 8-2-0 15-3-15 22-5-14 29-7-14 36-9-13 44-3-4 I- 2-0-12 ' 3-2-15 4-11-1 ' 7-1-15 7-1-15 7-1-15 7-1-15 7-5-7 6.00 F12 5x6 = 3x4 = 5x6 = 3x4 = 5x6 = Scale = 1:79.4 3x4 11 16 15 14 22 23 13 24 25 12 26 27 11 28 29 10 3x6 11 5x6 = NOP2X STP = 5x8 = 6x12 MT20HS = 3x4 = 5x8 = 6x6 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.87 BC 0.77 WB 0.81 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefi Ud -0.38 12-13 >999 360 -0.71 12-13 >746 240 0.17 10 n/a n/a 0.36 12-13 >999 240 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 254 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-12 oc pudins, BOT CHORD 2x4 SP SS 'Except' except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 1-3, 4-9. 14-16: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-11-5 oc bracing. WEBS 2x4 SP No.2 *Except* WEBS 1 Row at midpt 5-14. 7-11 2-16: 2x6 SP No.2 2 Rows at 1/3 pts 8-10 REACTIONS. (size) 16=0-7-4, 10=Mechanical Max Horz 16=252(LC 12) Max Uplift 16=887(LC 12). 10=-740(LC 12) Max Grav 16=2115(LC 17). 10=1983(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-16=-2040/1157, 2-3=2193/988, 3-4=2941/1259, 4.5=-2580/1211, 5-6=-4071/1733, 6-7=-4116/1686, 7-8=2830/1147 BOT CHORD 15-16=257/143, 14-15=1136/2144, 13-14=1739/3879, 12-13=-1838/4249, 11-12=1604/3750, 10-11=1037/2390 WEBS 2-15=-1222/2815, 3-15=1772/845, 3-14=282/628, 4-14=-225/944, 5-14=-1658/712, 5-13=-19/609, 6-13=332/190, 6-12=270/274, 7-12=150/646, 7-11=1280/657, 8-11=354/1347, 8-10=2888/1255 NOTES - I) 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-12 to 3-2-15, Interior(1) 3-2-15 to 8-2-0, This item has been Exterior(2R) 8-2-0 to 14-2-0, Interior(1) 14-2-0 to 44-1-8 zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Building Designer Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by Lee, Julius, PE to the use of this truss component. Using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. Printed Copies this 5) All plates are MT20 plates unless otherwise indicated. Of 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered 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 signed and sealed and the Will fit between the bottom chord and any other members, with BCDL = IO.Opsf. Signature must be Verified 8) Refer to girder(s) for truss to truss connections. On any electronic Copies. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it=lb) 16=887, 10=740. Julius Lea PE No.U869 10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. MTTO. USA, Inc. FL Cert6634' 69e4 Parke East Blvd. Tampa FL33610 Date: May 3,2021 .................... _.... -... --._._........-..- .......... 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 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 i�iTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rPl1 Quality Criteria, DSB-89 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 Rudy Vega T23802045 508208 A4 ROOF SPECIAL 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MTek Industries, Inc. Mon May 3 08:21:56 2021 Page 1 ID:Oj R?uvPCrTEdiMbCgUSxELyQZsg-jtfdgmeHikgojjOpiXbDgkt6XXBM08—ho4bonJzKGQ9 i-2-0-12 5-10-15 10-2-0 16-11-2 23-8-5 30-5-7 i 37-2-10 44-3-4 2-0-12 5-10-15 4.3-1 6-9-2 6-9-2 6-9-2 7-0-10 6.o0 12 5.16 = 3x4 = Scale = 1:79.4 5x6 = 3x4 = 5x6 = 2x4 II 17 16 15 25 26 14 27 26 13 1Z Zu Zu 11 31 32 10 3x6 II 5x6 = 5x8 = 3x4 = 3x4 = 5x8 = 6x6 = NOP2X STP = 3x8 MT20HS = 5-10-15 10-2-0 18-7-7 27-0-14 i 35.6-5 44-3-0 i 5-10-15 4-3-1 8-5-7 8-5-7 85-7 81-15 Plate Offsets (X,Y)—[4:0-3-0,0-2-01,[6:0-3-0,0-3-01,[8:0-3-0,0-3-01,[11:0-4-0,0-3-41,[15:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.32 14-15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.58 14-15 >903 240 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.14 10 n/a n/a BCDL 10.0 Code FBC2020rTP12014 Matrix -MS Wind(LL) 0.29 12-14 >999 240 Weight: 274 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-1 oc purlins, BOT CHORD 2x4 SP SS *Except* except end verticals, and 2-0-0 oc purlins (2-9-4 max.): 1-3, 4-9. 16-17: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-2 oc bracing. WEBS 2x4 SP No.2 *Except* WEBS 1 Row at micipt 2-16, 5-15, 7-11 2-17: 2x6 SP No.2 2 Rows at 1/3 pts 8-10 REACTIONS. (size) 17=0-7-4, 10=Mechanical Max Harz 17=293(LC 12) Max Uplift 17=881(LC 12). 10=-746(LC 12) Max Grav 17=2115(LC 17). 10=2026(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-17=-2006/1178, 2-3=2599/1142, 34=2958/1277, 4-5=-2601/1214, 5-6=-3589/1516, 6-7=-3463/1418, 7-8=2326/940 BOT CHORD 16-17=292/191, 15-16=1281/2581, 14-15=-1530/3470, 12-14=1562/3626, 11-12=-1326/3119, 10-11=843/1957 WEBS 2-16=-1300/3029, 3-16=1602/805, 4-15=269/991, 5.15=-1245/520, 5-14=0/488, 6-12=351/300, 7-12=192/719, 7-11=12511622, 8-11=379/1401, 8-10=-2594/1119 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-12 to 3-11-4, Interior(1) 3-11-4 to 10-2-0, Exterior(2R) 10-2-0 to 16-2-0, Interior(1) 16-2-0 to 44-1-8 zone; cantilever left and right exposed ; end vertical left exposed;C-C for This item has been 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 electronically signed and to the use of this truss component. sealed by Lee, Julius, PE 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) All plates are MT20 plates unless otherwise indicated. Printed COPIeS Of this 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 document are not considered will fit between the bottom chord and any other members, with BCDL = 10.Opsf. signed and Sealed and the 8) Refer to girder(s) for truss to truss connections. signature must be verified 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) electronic on anylticopies. 17=881,10=746. 10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Julius Lee PE No.U869 wok,USA; tno.FL Cart 6,634 6664 Parke East Blvd. TampaFL 33610 Date: May 3,2021 ........... _..... WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED IdITEK REFERENCE PAGE MII-7473 rev. 5!162020 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 p p� ek� building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the iVliT fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS17rP/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Selety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Rudy Vega T23802046 508208 A5 ROOF SPECIAL 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:22:09 2021 Page 1 I D:Oj R?uvP C rTEd iMbCgU SxELyQZsg-rNxYOC oQekoynj VJyIKGiTv LemZnx34enbFJ2zKG Py -2-O 21 4-6-3 8-6-15 12-2-0 16-6-6 24-10-11 i 31-3-1 37-7-6 44-3-4 2-0 12 41-3 4-0-11 3-7-1 B4, 4 6 6 4 6 6 4 6 6 4 6 6 7-14 6.0o 12 5x6 = Scale = 1:79.4 2x4 II 5x6 = 5x6 = 2x4 II 5x6 = 17 2b 26 16 15 27 14 28 29 13 3U 31 12 32 11 6x6 = 5x6 = 3x4 = 5x8 = 6x8 = 6x8 = 4x6 I I NOP2X STP = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TIC 0.75 BC 0.98 WB 0.65 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/defl L/d -0.33 13-14 >999 360 -0.59 13-14 >886 240 0.13 11 n/a n/a 0.23 13-14 >999 240 PLATES GRIP MT20 2441190 Weight: 302 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-7 oc purlins, BOT CHORD 2x4 SP No.2 *Except* except end verticals, and 2-0-0 oc purlins (2-8-9 max.): 1-4, 5-10. 12-13,13-14: 2x4 SP SS BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.2 *Except` WEBS 1 Row at midpt 10-11, 3-17, 7-14, 8-12, 10-12 2-17: 2x6 SP No.2 REACTIONS. (size) 17=0-7-4, 11=Mechanical Max Harz 17=334(LC 12) Max Uplift 17=874(LC 12). 11=-753(LC 12) Max Grav 17=2134(LC 17), 11=2061(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-17=-277/382, 3-4=2685/1143, 4-5=2900/1263, 5-6=3150/1368, 6-7=-3150/1368, 7-8=-2969/1209, 8-9=16421689, 9-1 0=1 642/689, 10-11 =-1 944/917 BOT CHORD 16-17=-871/1553, 15-16=1284/2718, 14-15=-1196/2574, 13-14=1350/3125, 12-13=-1120/2621 WEBS 3-17=2239/1032, 3-16=748/1938, 4-16=1268/690, 4-15=-255/159, 5-15=-98/345, 5-14=-357/967, 6-14=411/398, 7-13=-403/350, 8-13=220/862, B-12=-1477/653, 9-12=-422/373, 10-12=1014/2427 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-16; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-12 to 3-11-4, Interior(1) 3-11-4 to 12-2-0. This item has been Exterior(2R) 12-2-0 to 18-2-0, Interior(1) 18-2-0 to 44-1-8 zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by Lee, Julius, PE to the use of this truss component. using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. Printed copies of this p 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered 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 signed and sealed and the Will fit between the bottom chord and any other members, with BCDL = 10.0psf. Signature must be Verified 8) Refer to girder(s) for truss to truss connections. On any electronic COpIBS. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (it=lb) 17=874. 11=753. Julius Lee PE No. U869 10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. MTgk:USA. Inc. FL Ce t 6.634 6§64 Parke East Blvd: Tampa FL33610 Date: May 3,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51192020 BEFORE USE. Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing p/��'rp�' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the �i fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVMP/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 Rudy Vega T23802047 508208 A6 ROOF SPECIAL 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MTek Industries, Inc. Mon May 3 08:22:10 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-JaVwcYp3P1 wpPt4V WrrVEhSVoAvIgTJIOF_XGVzKGPx i-2-0-12 5.10-3 11-2-15 14-2-0 21-6-9 29-0-14 36-7-3 44-3-0 2-0.12 5-10.3 5-0-11 2-11-1 7-4-9 7-6-5 7-6-5 7-8-1 Scale = 1:79.4 6.00 12 5x6 _ 2x4 11 Sx8 = 2x4 11 5x6 = 16 ct 15 [e [s 14 G4 13 Lb 12 Gb 11 21 10 3X6 11 6x8 = 6X6 = 3x8 = NOP2X STP = 5X6 = 6x8 = 5-10.3 11-2-15 14-2-0 21-0-9 29-0-14 36-7-3 44-3-4 1113 5-4-11 2-11-1 71 7-6-5 7-6-5 7-8-1 LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.23 12-13 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.42 12-13 >999 240 BCLL 0.0 Rep Stress Incr YES W3 0.78 Horz(CT) 0.12 10 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MS Wind(LL) 0.20 13 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 5-7: 2x4 SP SS BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.2 *Except* WEBS 2-16: 2x6 SP No.2 REACTIONS. (size) 16=0-74, 10=Mechanical Max Horz 16=374(LC 12) Max Uplift 16=866(LC 12), 10=-761(LC 12) Max Grav 16=2162(LC 17), 10=2096(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-16=-2064/1165, 2-3=16481750, 3-4=1648/750, 45=2879/1223, 5-6=-2893/1248, 6-7=-2893/1248, 7-8=1649/696, 8-9=1649/696, 9-10=-1941/936 BOT CHORD 15-16=-308/219, 14-15=1255/2663, 13-14=-1146/2546, 12-13=-1085/2601, 11-12=1085/2601 WEBS 2-15=-988/2361, 3-15=353/289, 4-15=15801725, 4-14=263/282, 5-14=-165/608, 5-13=-249/651, 6-13=486/449, 7-13=241/431, 7-12=0/416, 7-11=-1407/576, 8-11=-496/426, 9-11=1015/2411 4X6 11 PLATES GRIP MT20 244/190 Weight: 317 lb FT = 20% Structural wood sheathing directly applied or 3-4-14 cc puffins, except end verticals, and 2-0-0 cc purlins (3-5-6 max.): 1-4, 5-9. Rigid ceiling directly applied or 2-2-0 cc bracing. 1 Row at midpt 2-16, 9-10, 2-15, 4-15, 6-13, 7-11, 8-11, 9-11 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-16; Vu@=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf,, BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-12 to 3-11-4, Interior(!) 3-11-4 to 14-2-0, Exterior(2R) 14-2-0 to 20-2-0, Interior(1) 20-2-0 to 44-1-8 zone; cantilever left and right exposed ; end vertical 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) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 16=866, 10=761. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 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?PI! QuaW Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No.'U150 MiTek USA, Inc.,FL Cart 6634' 6904 Parka East Blvd. Tampa FL 33610 Dater May 3,2021 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Rudy Vega T23802046 508208 A7 ROOF SPECIAL 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:22:12 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-Fydg1 EgJxfAXeAEueuuzJ6XoC_co8M12TZTeKNzKGPv -2-0-12 7-2-3 13-10-15 i 16-2-0 23-0-9 30-0-14 37-1-3 44-3-4 2-0-12 ' 7-2-3 6-B-11 2-3-1 6-10-9 7-0-5 7-2-1 6.00 12 5x6 = 5x6 = 3x8 = Scale = 1:79.4 5x6 = 5x6 = 17 24 16 20 Z6 15 2/ 14 28 13 29 12 30 11 3x6 11 6x8 = NOP2X STP = 16-2-0 6x6 = 3x8 = 5x6 = 6x8 = 4x6 11 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.92 BC 0.96 WB 0.84 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl L/d -0.24 15-16 >999 360 -0.41 15-16 >999 240 0.10 11 n/a n/a 0.19 14-15 >999 240 PLATES GRIP MT20 244/190 Weight: 340 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-8 oc purlins, BOT CHORD 2x4 SP No.2 *Except* except end verticals, and 2-0-0 oc purlins (2-10-3 max.): 1-4, 5-10. 15-17: 2x4 SP SS BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.2 *Except* WEBS 1 Row at midpt 2-17, 2-16, 4-16, 6-14, 7-12, 8-12, 10-12, 2-17: 2x6 SP No.2 4-15 2 Rows at 1/3 pts 10-11 REACTIONS. (size) 17=0-7-4, 11=Mechanical Max Harz 17=421(LC 10) Max Uplift 17=858(LC 12). 11=-769(LC 12) Max Grav 17=2184(LC 19), 11=2119(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-17=2043/1173, 2-3=1681/774, 3-4=1681/774, 4-5=-2770/1177, 5-6=2599/1116, 6-7=-2604/1122, 7-8=1404/592, 8-10=1404/592, 10.11=1973/942 BOT CHORD 16-17=-322/247, 15-16=1182/2569, 14-15=-1088/2446, 13-14=-943/2261, 12-13=-943/2261 WEBS 2-16=979/2347, 3-16=448/364, 4-16=1375/639, 5-15=256/777,-14=154/339, 6-14=-450/426, 7-14=294/565, 7-13=01396, 7-12=1412/578, 8-12=-465/404, 10-12=-965/2290, 4-15=416/365 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-12 to 3-11-4, Interior(1) 3-11-4 to 16-2-0, Exterior(2R) 16-2-0 to 22-2-0, Interior(1) 22-2-0 to 44-1-8 zone; cantilever left and right exposed ; end vertical left exposed;C-C for This item has been 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 electronically signed and to the use of this truss component. sealed by Lee, Julius, PE 3) Provide adequate drainage to prevent water ponding. using a Digital Signature. 4) All plates are MT20 plates unless otherwise indicated. Printed COpI@S Of this 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 document are not considered will fit between the bottom chord and any other members, with BCDL = IO.Opsf. Signed and sealed and the 7) Refer to girder(s) for truss to truss connections. signature must be verified 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Gt=lb) on an electronic copies. 17=856, 11=769. y p 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Julius Lea PE No. 34669 MiTek USA, lnc.,FL Cart6.634` 6304 Backe East Blvd. Tampa FL33670 Date: May 3,2021 -- ----- ............. --- WARNING -Verify design parameters and REED NOTES ON THIS AND INCLUDED F41TEK REFERENCE PAGE MII-7473 rev. 5/19,2020 BEFORE USE. �' Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall p p building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iUtiTek� 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/rP/1 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 Job Truss Truss Type City Ply Rudy Vega T23802049 508208 A8 ROOF SPECIAL 1 1 Job Reference (optional) I IUUa115 LUIrIUal company, rain Day, rL - 0/yUD, m4ou s Apr zU zuz I Ivll I eK InaustrieS, Inc. mon may 3 UD:.ez:19 zuz1 rage 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-k9A2EarxiylOGKp4BbPCsJ4?ENzstn7BiDD BtgzKGPu 1-2-0,121 5-1 -3 , Ll:2-15 18-2-0 24-6-9 31-0-14 37-7-3 44-3-4 2-0-12 5-10.3 5-4-11 ' 6-11-1 6-4-9 6-65 6-6-5 Scale = 1:79.4 6.00 12 5x6 = 2x4 11 5x8 = 2x4 II 5x6 = 17 14 16 25 15 25 14 27 13 28 12 29 11 30 10 3x6 II 6x8 = 2x4 11 5x6 = 3x8 = 5x6 = 6x8 = 4x6 11 NOP2X STP = 11-2-15 LOADING (psi) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020(rP12014 CSI. TC 0.77 BC 0.84 WB 0.96 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl Ud -0.20 13-14 >999 360 -0.34 13-14 >999 240 0.11 10 n/a n/a 0.17 14 >999 240 PLATES GRIP MT20 244/190 Weight: 352 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-1-15 oc purlins, 4-5: 2x4 SP SS except end verticals, and 2-0-0 oc puffins (3-6-11 max.): 1-4, 5-9. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-11-6 oc bracing. WEBS 2x4 SP No.2 *Except* WEBS 1 Row at midpt 2-17. 9-10, 2-16, 4-16, 4-14, 6-13, 7-11, 2-17: 2x6 SP No.2, 9-10: 2x4 SP SS 8-11. 9-11 REACTIONS. (size) 17=0-7-4, 10=Mechanical Max Horz 17=482(LC 12) Max Uplift 17=844(LC 12). 10=783(LC 12) Max Grav 17=2209(LC 17). 10=2150(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-17=2095/1134, 2-3=1673/759, 3-4=1673/759, 4-5=-2693/1143, 5-6=2363/1082, 6-7=-2363/1082, 7-8=1208/534, 8-9=1208/534, 9710=-2013/989 BOT CHORD 16-17=-454/275, 15-16=1427/2820, 14-15=-1426/2825, 13-14=-1140/2351, 12-13=-879/1988, 11-12=879/1988 WEBS 2-16=-941/2391, 3-16=331/266, 4-16=1731/685, 4-15=0/315, 4-14=-645/398, 5-14=205/752, 5-13=73/282, 6-13= 416/390, 7-13=376/694, 7-12=01367. 7-11 =1 4481640, 8-11=-429/376, 9-11=979/2219 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuK=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-12 to 3-11-4, Interior(1) 3-11-4 to 18-2-0, This item has been Exterior(2R) 18-2-0 to 24-2-0, Interior(1) 24-2-0 to 44-1-8 zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck sealed by Lee, Julius, PE to the use of this truss component. using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. Printed Copies Of this 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered 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 signed and sealed and the will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Signature must be verified 8) Refer to girder(s) for truss to truss connections. On any electronic COpI@S. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 17=844, 10=783. Julius Lee PE No. U869 10) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Walk ;USA Inc, FL Cart8634' Ou P.arke East Blvd. Tampa FL 33610 Date: May 3,2021 ® WARNING - Verify design parameters and READ NOTES Gtd THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119,2020 BEFORE USE. �' Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability ofdesign parameters and property incorporate this design into the overall p� building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I MVl� ly �i k° is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rP11 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 Qly Ply Rudy Vega T23802050 508208 A9 ROOF SPECIAL 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:22:15 2021 Page 1 ID:OjR?uvP C rTEd iMbCgU SxE LyQZsg-gXlpfGtBEaY6VezTJORgxk9KxBe5LkCU9Xi IxizKGPs 1 -2 0121 12 8-6-15 14-0-0 20-2-0 26-0-9 32-0-14 38-1-3 44-3-4 2-0.12 4.6-3 4-,11 5-10.9 6 0-5 6 0.5 6-2-1 5x6 2x4 11 5x8 = 2x4 I I Scale=1:80.8 5x6 = 18 u rs 17 16 24 15 2b 14 2b 13 27 12 28 11 6x6 = 5x6 = 3x4 = 5x6 = 3x8 = 5x6 = 6x8 = 4x6 II NOP2X STP = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING= 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.89 BC 0.92 WB 0.80 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl Ud -0.22 17-18 >999 360 -OAO 17-18 >999 240 0.12 11 n/a n/a 0.19 15-16 >999 240 PLATES GRIP MT20 244/190 Weight: 367 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (3-5-4 max.): 1-4, 6-10. WEBS 2x4 SP No.2 `Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 2-18: 2x6 SP No.2, 10-11: 2x4 SP SS WEBS 1 Row at midpt 3-18, 5-15, 6-14, 7-14, 8-14, 9-12, 10-12 2 Rows at 1/3 pts 10-11. 8-12 REACTIONS. (size) 18=0-7-4, 11=Mechanical Max Horz 18=548(LC 12) Max Uplift 18=829(LC 12). 11=-798(LC 12) Max Grav 18=2222(LC 17), 11=2175(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-18=-279/385, 34=2826/1092, 4-5=2992/1184, 5-6=-2558/1108, 6-7=2134/990, 7-8=2134/990, 8-9=1039/466, 9-10=1039/466, 10-11 =-2047/1 010 BOT CHORD 17-18=-1097/1696, 16-17=1484/2933, 15-16=-1387/2723, 14-15=1081/2218, 13-14=-783/1745, 12-13=783/1745 WEBS 3-18=-2349/937, 3-17=667/2058, 4-17=1351/629, 4-16=-297/138, 5-16=-39/400, 5-15=-818/506, 6-15=335/943, 7-14=376/373, 8-14=-437/822, 8-13=01341, 8-12=1489/669, 9-12=396/354, 10-12=975/2175 NOTES- 1) Wind: ASCE 7-16; VuR=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-12 to 3-11-4, Interior(1) 3-11-4 to 20-2-0, Exterior(2R) 20-2-0 to 26-0-9, Interior(1) 26-0-9 to 44-1-6 zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 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. electronically signed and 3) Provide adequate drainage to prevent water ponding. sealed by Lee, Julius, PE 4) All plates are MT20 plates unless otherwise indicated. using a Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` Printed COp10S Of this 6) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. document are not Considered 7) Refer to girder(s) for truss to truss connections. signed and sealed and the 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) signature must be verified 18=829, 11=798. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. On any copies. electronic Julius Lee PE.No. U$69 MiTek USA; Inc. FL tort 8,634 6804 Parke East Blvd; Tampa FL 33818 Date: May 3,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51192020 BEFORE USE. �' y 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 is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the M i IC fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI117Pl1 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 Rudy Vega T23802051 508208 A10 PIGGYBACK BASE 1 1 Job Reference (optional) ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:20:54 2021 Page 1 ID:OjR7uvP CrTEdiMbCgUSxELyQZsg-YyvBfZuOJh LbH BGv3VUg9fIZZXObt4kZXRa WcvzKG R7 -2-0-12 5-10-15 1 13-0-0 20-1-0 25-11-13 32-0-6 38-0-15 44-3-4 12-0.12 ' 5-'_I; 7-1-1 7-1-0 5-10-13 6-0-9 6-0-9 5x6 = 3x8 = Scale = 1:80.6 5x6 = 4x8 = 2x4 11 17 16 15 22 14 23 13 24 12 25 11 26 10 3x6 II 6x6 = 3x4 = 5x8 = 2x4 II 5x8 = 2x4 II 6x6 = NOP2X STP = 20-1-0 25-11-13 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.56 BC 0.83 WB 0.95 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (]cc) Vdefl Lid -0.19 14-15 >999 360 -0.34 14-15 >999 240 0.11 10 n/a n/a 0.17 14-15 >999 240 PLATES GRIP MT20 244/190 Weight: 353 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-2-14 cc puffins, 3-5: 2x4 SP SS except end verticals, and 2-0-0 cc purlins (3-4-0 max.): 1-3, 5-9. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-9-14 cc bracing. WEBS 2x4 SP No.2 *Except* WEBS 1 Row at midpt 9-10, 4-14, 6-14, 6-12, 7-12, 8-12 2-17: 2x6 SP No.2, 6-14,6-12,8-12,8-10: 2x4 SP SS 2 Rows at 1/3 pts 8-10 REACTIONS. (size) 17=0-7-4, 10=Mechanical Max Horz 17=559(LC 12) Max Uplift 17=828(LC 12). 10=799(LC 12) Max Grav 17=2237(LC 17). 10=2175(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-17=-2145/1086, 2-3=2743/1032, 3-4=3106/1180, 4-5=-2570/1090, 5.6=2232/1084, 6-7=-17541784, 7-8=1756/785 BOT CHORD 16-17=-588/319, 15-16=1493/2870, 14-15=-1428/2826, 13-14=-992/2157, 12-13=-992/2157, 11-12=-469/1059, 10-11 =-469/1059 WEBS 2-16=1142/3241, 3-16=1661/751, 4-15=0/335, 4-14=-866/508, 5-14=136/762, 6-13=0/348, 6-12=-845/436, 7-12=348/270, 8-12=664/1460, 8-11=01383, 8-10=2209/977 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-12 to 3-11-4, Interior(1) 3-11-4 to 20-1-0, This item has been Exterior(2R) 20-1-0 to 25-11-13, Interior(1) 25-11-13 to 44-1-8 zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by Lee, Julius, PE to the use of this truss component. Using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. Printed Copies Of this 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered 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 signed and sealed and the Will fit between the bottom chord and any other members, with BCDL = IO.Opsf. Signature must be Verified 8) Refer to girder(s) for truss to truss connections. On any electronic Copies. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 17=828. 10=799. Julius Lee PE No; 34869 10) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Mi7ekUSA, Inc. FLbert0'634 6904 Parke East Bivd. Tampa F03610 Date: May 3,2021 ® 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 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 vedfy 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 IVIi?ek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/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 Rudy Vega T23802052 508208 All PIGGYBACK BASE 1 1 Job Reference o tional Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:20:55 2021 Page 1 ID:OIR?uvPCrTEdiMbC qU SxELyQZsg-OBTZsw04?TSvLr5dD?vitrelxJ9cXkj m4K38LzKG R6 -2-0-12 3-2-15 9-0-0 15.0•g 20.1•D 27-9-9 35-7-13 43154 4 3 2-0.12 3-2-15 5.9-1 6-0-0 7-8-9 7.10-5 7.9-7 0-10- 3.58112 Scale = 1:86.3 5x6 = 3x8 = 5x6 = 5x8 11 20 19 25 26 18 27 28 17 29 16 30 15 14 13 3x6 11 7x8 = 5x8 = 3x8 = 6x6 = 4x8 = 4x4 11 NOP2X STP = 4434 i 3-2-15 12-0-0 i 20.1-0 27-9-9 3517-13 43-5-11 43-Br12 3-2-15 a-9-1 8-1-0 7-e-9 7-10-5 7-9-14 0-0 Ofi-0 Plate Offsets (X,Y)— [3:0-3-0,Edge), [6:D-3-0,D-2-01, [8:0-3-0,0.3-4), [14:0-2-0,0-0-8) [16:0-3-0,Edge), [18:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.22 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.39 16-17 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Horz(CT) 0.10 11 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.18 17 >999 240 Weight: 364 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins, 9-10: 2x6 SP No.2 except end verticals, and 2-0-0 cc purlins (2-2-0 max.): 1-3, 6-9. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 18-20: 2x4 SP SS 1 Row at midpt 9-12 WEBS 2x4 SP No.2 *Except* 10-0-0 oc bracing: 12-14 2-20: 2x6 SP No.2, 8-12: 2x4 SP SS WEBS 1 Row at midpt 5-17, 7-17, 10-11, 9-11 2 Rows at 1/3 pts 7-15, 8-12 REACTIONS. (size) 20=0-7-4, 11=Mechanical Max Horz 20=556(LC 12) Max Uplift 20=831(LC 12), 11=791(LC 12) Max Grav 20=2310(LC 17), 11=2139(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-20=-2299/1257, 2-3=2482/1096, 34=2764/1279, 4-5=-3197/1563, 5-6=-2577/1399, 6-7=-2259/1337, 7-8=1385/807 BOT CHORD 19-20=-659/288, 18-19=1853/2984, 17-18=-1616/2661, 16-17=-1184/2100, 15-16=1184/2100, 14-15=150/466, 9-12=-656/1399 WEBS 2-19=-1362/3214, 3-19=1427/786, 4-19=608/406, 4-18=244/343, 5-18=-212/614, 5-17=803/606, 6-17=249/799, 7-17=228/271, 7-16=0/461, 7-15=-1256/717, 8-15=-410/1209, 12-15=632/898, 8-12=2028/1'139, 9-11=1614/1071 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l lft; This item has been Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-12 to 3-2-15, Interior(1) 3-2-15 to 20-1-0, Exterior(2R) 20-1-0 to 26-1-0, Interior(1) 26-1-0 to 43-3-8, Exterior(2E) 43-3-8 to 44-1-8 zone; cantilever left and right exposed ; end electronically signed and vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 sealed by Lee, Julius, PE 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck using a Digital Signature. to the use of this truss component. Printed copies Of this 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. document are not considered 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Signed and Sealed and the 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide signature must be verified will fit between the bottom chord and any other members, with BCDL = 1O.Opsf. On any electronic copies. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=1b) Julius Lee PE No. U869 20=831, 11=791. MiTek,USA,lnq.FLCart 6.634' 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 6864 Parke East Blvd. Tampa FL 3367D Date; May 3,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED ff,ITEK REFERENCE PAGE MII-7473 rev. 5/1912020 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 p� � { building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing IYIT �k° Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PH 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, MO 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Rudy Vega T23802053 508208 Al2 PIGGYBACK BASE 1 1 Job Reference (optional) I IDDetts LUmDer Company, Palm Iday, I-L - 3zyUD, 8.43U S Apr ZU ZU21 MI I ek Industries, Inc. man May 3 U6:zu:b/ 2U21 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQ7-sg-yXaKHbwGccjA8f?Tke1 Nnlw1 J1114Rs?DOpADDzKGR4 0-6-15 443-4 r2-0-12, 3-7-14 7-M 14-0-0 20.1-0 27-1-13 34-0-7p3S-tti '2-0-12 3-0-15 3-4-2 7-0-0 6-1-0 7-0-13 7-2-9 7-0-13 2-0-e 0-0-15 0-9-9 Scale = 1:103.1 3.58112 5x6 = .- 2x4 11 5x8 = 5x10 = 4x6 1 12 2x4 II re n dr 6x8 = o I 13 Id 25 2423 22 21 30 20 31 19 32 18 33 17 16 15 3x6 II 6x8 = 2x4 11 5x6 = 3x4 = 5x8 = 5x6 = 2x4 II 3x8 = 6x6 = 4434 43-93 2 7-1 7-1p 7-0-0 14-0-0 20.1-0 27-1-13 34-4-7 1 41-54 p3S11 2-7-12 -0- 34-2 7-0-0 6-1-0 7-0-13 7-2-9 7-0-13 2-0-8 nl LOADING (psf) SPACING- 2-0-0 CS'_ DEFL. in (loc) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.22 19-20 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.38 19-20 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(CT) 0.07 13 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wtnd(LL) 0.18 20 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 *Except* BOT CHORD 2-25: 2x6 SP No.2, 7-19,9-19,9-17: 2x4 SP SS WEBS JOINTS REACTIONS. (size) 25=2-11-4, 13=Mechanical, 24=0-3-8 Max Harz 25=541(LC 12) Max Uplift 25=533(LC 12), 13=-766(LC 12), 24=323(LC 12) Max Grav 25=1366(LC 17), 13=2130(LC 17). 24=1028(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-25=-1554/949, 2-3=966/1956, 3-5=966/1956, 2-4=-2636/1177, 4-6=-2817/1395, 6-7=-2430/1341, 7-8=2028/1211, 8-9=2028/1211, 9-10=-483/330 BOT CHORD 24-25=-615/239, 23-24=615/239, 22-23=1646/2513, 21-22=-1636/2521, 20-21=-1551/2524, 19-20=1242/2109, 18-19=-846/1492, 17-18=846/1492, 11-14=-952/1684 WEBS 5-22=0/273, 4-5=-031/495, 6-21=0/254, 6-20=684/516, 7-20=338/847, 10-17=-684/1583,14-17=194/435,10-14=-1836/1047,11-13=-1566/869, 5-23=2183/1106, 2-23=125/449, 8-19=457/491, 9-19=598/973, 9-18=01434, 9-17=1872/1059 PLATES GRIP MT20 2441190 Weight: 389 lb FT = 20% Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins (3-6-10 max.): 1-5, 7-10. Rigid ceiling directly applied or 4-5-7 oc bracing. Except: 1 Row at midpt 11-14 6-0-0 oc bracing: 14-16 1 Row at midpt 6-20, 10-17, 10-14, 12-13, 11-13, 7-19, 8-19,9-19 2 Rows at 113 pis 9-17 1 Brace at Jt(s): 3 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E)-2-0-12 to 0-2-12, Interior(1) 0-2-12 to 20-1-0, Exterior(21R) 20-1-0 to 26-1-0, Interior(1) 26-1-0 to 41-5-4, Extedor(2E) 41-5-4 to 44-1-8 zone; cantilever left and right exposed ; end vertical 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) 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, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 25=533. 13=766, 24=323. 9) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No.34669 Mi rok 61 Inc. FL Cert 61634 69t14 Parke East Blvd. Tampa FL33610 Date: May 3,2021 ® 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 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 r IF 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/rPll 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 Rudy Vega T23802054 508208 A13 PIGGYBACK BASE 1 1 Job Reference (optional) ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MTek Industries, Inc. Mon May 3 08:20:59 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxE LyQZsg-uvi4 iHy W8 D_uOy9ss34rsj?NtYj2XLAlh i IHH6zKGR2 2-0-0 46-0 10-0-0 18-0-0 22-1-12 29-7-3 35-0-9 41-6-0 456-7 4 0 2-0-0 2-4-0 5-4-0 6-0-0 6-1-12 6-5-7 6-57 6-5-7 4.0.8 9- 5x6 = 3x6 = 5x6 = 3.58 L12 Scale:l/B"=1' 5x8 = 4x6 a II 1 2 21 20 19 31 32 18 33 34 17 35 36 16 15 14 NOP2X STP = 6x6 5x10 = 6x8 48 = 3x4 11 6x6 = 4x6 = NOP2X STP = 6x8 = 2x4 11 6x8 = 2-" 464-0 241-0 4A-0 13-0-0 22-1-12 31-9-14 416-0 45-6-7 4S 1 2-0-0 2�-0 e-4-0 9-1-12 9-8-2 9-6-2 4-" 0. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (IDc) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.27 16-17 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -OA6 16-17 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.06 12 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MS Wind(LL) 0.13 18 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 `Except` 18-19,14-17,17-18: 2x4 SP SS BOT CHORD WEBS 2x4 SP No.2 WEBS REACTIONS. (size) 12=Mechanical, 21=0-8-0, 20=0-8-0 Max Horz 21=519(LC 12) Max Uplift 12=722(LC 12), 21=-439(LC 17), 20=1084(LC 12) Max Grav 12=1940(LC 17), 21=143(LC 9), 20=2937(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-335/260, 2-3=649/742, 3-4=-488/703, 4-5=-2277/1157, 5-6=-217211271, 6-7=-1898/1242, 7-8=1724/1100, 8-9=744/549 BOT CHORD 1-21=-207/339, 20-21=393/194, 19-20=1249/1798, 18-19=-1389/2130, 17-1 8=-1 120/1865,16-17=912/1485, 10-13=-764/1427 WEBS 2-21=-242/359, 2-20=499/394, 3-20=349/354, 4-20=3070/1666, 4-1 9=1 16/588. 5-18=3551410, 6-18=181/601, 9-16=610/1417, 13-16=312/626, 9-13=17331997, 10-12=1402/924, 7-17=442/491, 8-17=3651923, 8-16=1435/922 PLATES GRIP MT20 244/190 Weight: 361 lb FT = 20% Structural wood sheathing directly applied or 3.5-3 oc purlins, except end verticals, and 2-0-0 oc purlins (3-11-10 max.): 6-9. Rigid ceiling directly applied or 5-2-7 oc bracing. Except: 1 Row at midpt 10-13 10-0-0 oc bracing: 13-15 1 Row at midpt 4-20, 5-19, 5-18, 9-16, 9-13, 11-12, 10-12, 7-18,7-17 2 Rows at 1/3 pis 8-16 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-16; VuK=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 22-1-12, Exterior(2R) 22-1-12 to 30-7-9, Interior(1) 30-7-9 to 41-6-0, Exterior(2E) 41-6-0 to 46-2-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 12=722,21=439,20=1084. 10) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. U869 MITek USA, Ino. FL Cart ess4 6904 Parke East Blvd. Tampa FL 33616 Date: May 3,2021 ® 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 MTek4D 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 A T Pr K� is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the pI I fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIoTP/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 Rudy Vega T23802055 508208 A14 PIGGYBACK BASE 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:21:01 2021 Page 1 ID:Oj R?uvP CrTEdiMbCgUSxELyQZsg-glgg7yznfrEcdGJFzT6Jx85k8MNa?Hcb8OnNM?zKGRO 2-4-0 i 8-0-0 1 131-0 17-8-0 22-1-12 27-11-3 33-8-9 39-6-0 484-0 2-4-0 5-8.0 5-6-0 4-2-0 4-5-12 5-9-7 5-9-7 5.9-7 6-10-0 5x6 = 3.58 L12 Scale = 1:86.3 6.00 12 3x6 = 5x6 — 5x6 — I 17 26 16 15 27 28 14 29 30 13 31 32 12 33 11 NOP2X STP = 5x6 = NOP2X STP = 5x10 = 5x8 = 4x8 = 3x6 11 4x6 = 2x4 11 6x8 = 2-4-0 i 2-0-0 8-0-0 13fi-0 22-1-12 30-9-14 39-641 46-0-0 2-0-0 5-8-0 SE 0 8-7-12 8 8-2 8-8-2 6-10-0 LOADING (psf) SPACING- 2-0 0 CS'. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.20 12-13 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.32 12-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(CT) 0.03 11 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.10 15-16 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD WEBS REACTIONS. (size) 17=0-8-0, 15=0-8-0, 11=Mechanical Max Horz 17=487(LC 12) Max Uplift 17=338(LC 12), 15=-1190(LC 12), 11=-527(LC 12) Max Grav 17=483(LC 23), 15=2392(LC 17), 11=1515(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=571/458, 4-5=375/398, 5-6=946/535, 6-7=816/559, 7-8=1082/727, 8-9=738/552, 9-10=803/501, 10-11=13931895 BOT CHORD 16-17=5461288, 15-16=646/129, 14-15=281/498, 13-14=-590/1071, 12-13=602/1033 WEBS 2-17=-378/507, 3-16=612/187, 3-15=433/1049, 4-15=-352/401, 5-15=-1723/1121, 5-14=-364/834, 9-12=204/291, 10-12=677/1223, 7-14=-591/410, 8-13=0/289, 8-12=-663/414 PLATES GRIP MT20 2441190 Weight: 337 lb FT = 20% Structural wood sheathing directly applied or 4-9-13 oc purlins, except end verticals, and 2-0-0 oc purlins (5-6-6 max.): 6-9. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 5-15, 9-12, 10-11, 10-12, 7-14, 8-12 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior()) 6-0-0 to 22-1-12, Exterior(2R) 22-1-12 to 30-7-9, Interior()) 30-7-9 to 39-6-0, Exterior(2E) 30-6-0 to 46-2-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 17=338, 15=1190, 11=527. 10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No; USO MIT01MA, Inc. FL deft 434 9994 Paika Eaaf Bl4d. Tampa FL338411 Dater May 3,2021 -- --...-......-- --- — ---------.. ..� ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MI7EK 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 bulking component, note a truss system. Before use, the building designer must verify the applicability of design parametersand property Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord membersonly. 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 ANS11rP/i 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 T23802056 FJobRefgearence 508208 A15 PIGGYBACK BASE 1 1 (optional) ribbetts Lumber Co, Palm Bay, FL Run: 8.430 s Nov 30 2020 Print: 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon May 3 16:17:58 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-H_BXBja452QskzegOmSavTjwHseC1 hDtogKgvTzKAK7 2�i 8-0-0 13-6-0 17-8-0 22-1-12 29-9-14 i 37-6-0 42-0-0 46-4-0 2-0-0 5-8.0 N-0 4.2.0 4-5-12 7-8-2 7-8-2 4-6-0 4-4-0 5x6 = 3.58112 Scale = 1:87.0 6.00 12 2x4 II 5x6 = r II 0 n 0 17 Zb 16 15 21 2ts 14 Za 13 3U 12 31 3Z 11 NOP2X STP = 5x6 = NOP2X STP = 5x10 = 3x8 = 5x10 = 6x6 = 4x6 = 2x4 11 6x8 = 2-4-0 i 2-0-0 i i 8-0-0 13-0-0 22-1-12 229-14 37-0-0 46-0-0 2-0-0 6-8-0 6E-0 8-7-12 0-4-0 7-8-2 7-8-2 8-10-0 Plate Offsets (X,Y)—[4:0-3-0,0-3-01,[6:0-3-0,0-2-01,[12:0-4-12,0-3-0],[14:0-4-12,0-3-0] [16:0-2-8,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.28 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.45 11-12 >877 240 BCLL 0.0 ' Rep Stress Incr YES W3 0.73 Horz(CT) 0.03 11 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.08 15-16 >999 240 Weight: 336lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-8 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals, and 2-0-0 oc purlins (4-9-8 max.): 6-8. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-15, 6-14, 6-13, 7-13, 8-13, 8-12, 10-11, 9-11 REACTIONS. (lb/size) 17=500/0-8-0, 15=1940/0-8-0, 11=1255/Mechanical Max Horz 17=455(LC 12) Max Uplift 17=-363(LC 12), 15=1165(LC 12), 11=527(1_13 12) Max Grav 17=520(LC 23), 15=2339(LC 17), 11=1538(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-21=213/285, 3-21=-76/296, 3-4=-507/391, 4-5=311/330, 5-6=976/587, 6-22=1103/817, 7-22=-1103/817, 7-23=1103/817, 23-24=1103/817, 8-24=-1103/817, 8-26=941/649, 9-25=974/639 BOT CHORD 17-26=520/296, 18-26=-520/296, 15-16=667/172, 15-27=289/539, 27-28=-289/539, 14-28=289/539, 14-29= 423/878, 13-29=423/878, 13-30=480/887, 12-30=-480/887, 12-31=331/547, 31-32=-331/547, 11-32=331/547 WEBS 2-17=406/526, 3-1 6=-607/1 77, 3-15=-421/1053, 4-15=354/402. 5-15=1662/1100, 5-14=358/810, 6-14=398/445, 6-13=370/565, 7-13=534/606, 8-13=276/436, 8-12=397/431, 9-12=-352/863, 9-11 =-1 371/852 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 22-1-12, Exterior(2R) This item has been 22-1-12 to 30-7-9, Interior(1) 30-7-9 to 37-6-0, Exterior(2E) 37-6-0 to 46-2-4 zone; cantilever left and right exposed ; porch left electronically signed and exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 sealed by Lee, Julius, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to Digital Signature. using a g g the use of this truss component. 4) Provide adequate drainage to prevent water ponding. Printed Copies Of this 5) All plates are MT20 plates unless otherwise indicated. document are not considered 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Signed and Sealed and the 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 signature must be verified will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Refer to girder(s) for truss to truss connections. on any electronic Copies. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 363 lb uplift at joint 17, 1165 lb uplift at Julius Lee PE N634869 joint 15 and 527 lb uplift at joint 11. MiTek;USA ird. t t'Cart6634' 10) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. , 6904 Parke East Blvd. Tampa FL33610 Oete: LOAD CASE(S) Standard May 3,2021 - .............. -------—........... -- ... _....... - ...... — WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MI7EK 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 y a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall tt� r building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ,y'T ek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PH 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 Rudy Vega T23802057 508208 A16 PIGGYBACK BASE 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:21:03 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-nhybYe?1BSUKsaSd5u8nOZA2y96pTBPucKGUQtzKGR_ 2-4-0 8-0-0 i 13-6-0 17-M 22-1-12 29.7-12 i - 37.1-12 39-7-0 46-0-0 2-4-0 5-8-0 4-2-0 4.5-12 7-6-0 7-6-0 2-5-0 5x6 = Scale = 1:87.2 6.00 12 2x4 II 5x6 = 5x12 zz� 3.58 12 18 L6 17 16 2a 'u 15 14 'Z 13 12 " 11 NOP2X STP = 5x6 = NOP2X STP = 6x8 = 3x8 = 5x6 = 3x6 = 3x6 I I 4x6 = 2x4 11 6x8 = 2-0-0 1 2-" 8-0-0 13-0-0 22-1-12 29-7-12 37-1-12 i 39-7-0 i 46-0-0 2-0-0 5-8-0 5$-0 8-7-12 7-6-0 7-6-0 25-0 6-9-0 0-0-0 Plate Offsets (X Y)— [4:0-3-0 0-3-0] [6:0-3-0 0-2-0] [8:0-3-0 0-2-0] [13:0-2-12 0-3-0] [15:0-2-12 Edge] [17:0-3-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.20 15-16 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.31 15-16 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(CT) 0.03 11 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.10 16-17 >999 240 Weight: 349 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-12 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (4-11-0 max.): 6-8. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-16, 6-15, 6-14, 7-14, B-14, 8-13, 9-12, 10-11, 10-12 REACTIONS. (size) 18=0-8-0, 16=0-8-0, 11=Mechanical Max Horz 18=423(LC 12) Max Uplift 18=361(LC 12), 16=-1177(LC 12), 11=-518(LC 12) Max Grav 18=502(LC 23), 16=2358(LC 17), 11=1529(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-191/299, 3-4=499/433, 4-5=-321/373, 5-6=944/564, 6-7=1089/791, 7-8=-1089/791, 8-9=1041/716, 9-1 0=91 1/536, 10-11=-13851857 BOT CHORD 17-18=-445/311, 16-17=600/151, 15-16=226/517, 14-15=-364/859, 13-14=454/870, 12-13=-428/808 WEBS 2-18=-395/542,3-17=601/179, 3-16=-423/1039,4-16=-353/364,5-16=-1676/1085, 5-15=-348/825, 6-15=416/434, 6-14=364/591, 7-14=523/556, 8-14=-218/444, 9-13=-106/397, 9-12=774/559, 10-12=657/1238 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-16; VuK=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 22-1-12, Exterior(2R) 22-1-12 to 28-1-12, Interior(1) 28-1-12 to 37-1-12, Exterior(2E) 37-1-12 to 39-7-0, Interior(1) 39-7-0 to 46-2-4 zone; cantilever left and This item has been right ed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip exposed; DOL 1 electronically signed and 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by Lee, Julius, PE to the use of this truss component. using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. Printed Copies Of this 5) All plates are MT20 plates unless otherwise indicated. document are not Considered 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 signed and sealed and the will fit between the bottom chord and any other members, with BCDL = 10.Opsf. signature must be Verified 8) Refer to girder(s) for truss to truss connections. On any electronic Copies. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 18=361, 16=1177, 11=518. Julius Lee PENdi; 8US . 10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Mi7ak USA, Inc. k dart 6.634' 6§64 Plate East Blvd, Tampa PL33610 Dater May 3,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 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 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 ofirusses and truss systems, see ANSI/rPlf Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available fromTruss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Rudy Vega T23802058 508208 A17 PIGGYBACK BASE 1 1 Job Reference (optional) ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:21:05 2021 Page 1 ID:Oj R?uvP C rTEdi MbCgU Sx ELyQZsg-j33LzKOHj3k16ucOCJ BF6_FPdzoCx4 W B3el bUmzKGQy 2-4-0 8.0-0 13-6-0 17-9-14 22-1-12 29-7-12 37-1-12 42-6-9 464 0 2-4-0 5-8-0 5-6-0 4-3-14 4-3-14 7-6-0 7E-0 5-4-13 3-9-7 5x6 = 6.o0 12 2x4 II 5x6 = Scale = 1:87.2 9 r; 18 LI 17 16 26 29 15 3u 14 31 13 32 12 11 NOP2X STP = 5x6 = NOP2X STP = 5x10 = 3x8 = 5x6 = 3x8 = 3x6 I I 4x6 = 2x4 II 6x8 = 2-0-0 i 2-0-0 8-0-0 13-6-0 22-1-12 29-7-12 i 37-1-12 42-8-9 46-4-0 2-M 5-0-08-7-12 7.6-05-0-13 04-0 3-9-7 Plate Offsets (X,Y)— [4:0-3-0 0-3-0] [6:0-3-0 0-2-0], [8:0-&0,0-2-0] [9:0-4-12 0-2-12], [12:0-3-8,0-1-8], [13:0-3-0 0-3-0], [15:0-4-12,0-3-0], [17:0-3-0 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.20 15-16 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.31 15-16 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(CT) 0.03 11 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MS Wind(LL) 0.10 16-17 >999 240 Weight: 343 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (4-10-12 max.): 6-8. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-16, 6-15, 6-14, 7-14, 8-13, 9-12, 10-11 REACTIONS. (size) 18=0-8-0, 16=0-8-0, 11=Mechanical Max Horz 18=391(LC 12) Max Uplift 18=367(1_C 12), 16=-1175(LC 12), 11=-513(LC 12) Max Grav 18=506(LC 23), 16=2357(LC 17), 11=1533(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-197/314, 3-4=-483/431, 4-5=300/371, 5-6=945/580, 6-7=1108/804, 7-8=-11081804, 8-9=1084/677, 9-10=674/375, 10-11 =-1 473/823 BOT CHORD 17-18=-411/325, 16-17=575/165, 15-16=212/546, 14-15=338/870, 13-14=-436/885, 12-13=-310/603 WEBS 2-18=400/552, 3-17=599/179, 3-16=-422/1035, 4-16=-362/372, 5-16=-1676/1075, 5-15=-341/822, 6-15=410/431, 6-14=367/602, 7-14=521/548, 8-14=-196/439, 8-13=263/280, 9-13=232/614, 9-12=1032/672, 10-12=-695/1344 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 22-1-12, Exterior(2R) 22-1-12 to 28-1-12, Interior(1) 28-1-12 to 37-1-12, Exterior(2E) 37-1-12 to 42-6-9, Interior(1) 42-6-9 to 46-2-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip This item has been DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. Sealed by Lee, Julius, PE 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) All plates are MT20 plates unless otherwise indicated. Printed Copies Of this 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 document are not considered will fit between the bottom chord and any other members, with BCDL = IO.Opsf. signed and sealed and the 8) Refer to girder(s) for truss to truss connections. signature must be Verified 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) on an electronic y copies. 18=367, 16=1175, 11=513. 10) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Julius Loa PE,No.99869 MiTak USA, Inc. FL Cart 6634 6964 Parke East Blvd: Tampa FL 33616 Date: May 3,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119R020 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 T �k° is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Mif fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/f Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Rudy Vega T23802059 508208 A18 PIGGYBACK BASE 1 1 Job Reference (optional) ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:21:07 2021 Page 1 I D:Oj R?uvPC rTEdiMbCq USx ELyQZsg-fS B6002XFh_I LBm 0 KkDj B P LjtnP5PyeUXyEYezKGQw i 2-4-0 4.8-0 10-5-15 i 16-3-13 22-1.12 29-7.12 i 37-1-12 i 41.4.0 i 45-6-2 46-0�0 2-0-0 2-4-0 5-9-15 5.9-15 5-9-15 7-6-0 4-2-4 4-2-2 0-9-14 5x6 = 2x4 II 54 = 19 18 28 29 17 30 31 16 32 15 33 14 34 13 12 5x8 = NOP2X STP = 4x6 = NOP2X STP = 2x4 11 6x8 = 5x10 = 3x8 = 5x6 = 4x6 = 6x6 = Scale = 1:94.4 2-4-0 2-0-0 4-80 13-0-14 22-1-12 29-7-12 37-1-12 41-0-0 46-0-0 i 11 2-0-0 2-4-0 8-8-14 8-8-14 7E-0 7-0-0 42-4 04-0 Plate Offsets (X,Y)—[6:0-3-0,0-2-0),[8:0-3-0,0-2-0),[14:0-3-0,0-3-0),[16:0-4-12,0-3-0),[17:0-4-0,0-3-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) ydefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(L-) -0.23 16-17 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.40 16-17 >999 240 BCLL 0.0 Rep Stress Incr YES W3 0.91 Horz(CT) 0.09 12 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.13 16-17 >999 240 Weight: 344lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-8 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (3-7-0 max.): 6-8. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 4-18, 5-17, 5-16, 6-15, 7-15, 8-15, 8-14, 9-13, 10-12 REACTIONS. (size) 19=0-8-0, 18=0-8-0, 12=Mechanical Max Horz 19=359(LC 12) Max Uplift 19=370(1_10 17), 18=-1046(LC 12), 12=-699(LC 12) Max Grav 19=106(LC 9), 18=2867(LC 17), 12=1945(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-331/267, 2-3=528/639, 3-4=349/597, 4-5=2317/1233, 5-6=-2140/1320, 6-7=-1799/1274, 7-8=1799/1274, 8-9=1454/1007, 9-1 0=-1 084/674 BOT CHORD 1-19=-217/337, 18-19=408/248, 17-18=1113/1937, 16-17=-1196/2164, 15-16=983/1934, 14-15=-664/1281, 13-14=522/927 WEBS 2-19=-181/263, 2-18=375/266, 3-18=384/390, 4-18=3007/1588, 4-17=-51/527, 5-16=-403/373, 6-16=213/694, 7-15=522/550, 8-15=558/1038, 8-14=-490/393, 9-13=-10991737, 9-14=350/853, 10-13=798/1459, 10-12=1816/1122 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 22-1-12, Exterior(2R) 22-1-12 to 28-1-12, Interior(1) 28-1-12 to 37-1-12, Exterior(2R) 37-1-12 to 43-1-12, Interior(1) 43-1-12 to 46-2-4 zone; cantilever left This item has been and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by Lee, Julius, PE to the use of this truss component. using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. Printed COPIeS Of this 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not considered 7) `This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the will fit between the bottom chord and any other members, with BCDL = I O.Opsf. signature must be Verified 8) Refer to girder(s) for truss to truss connections. On any electronic copies., 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 19=370, 18=1046, 12=699. Julius Lie PE,No. 34869 10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. • MITakUSA, Inc.,FL cart 8634 6 04, Padre East bled. Tampa PL33616 Date; May 3,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 519,2020 BEFORE USE. Design valid for use only with Mrrek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not Y a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall MOW T building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IY6� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the I.�. k� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS//rPII 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 �Rudy\lega T23802060 508208 A19 Piggyback Base 1 1 , Job Reference (optional) ribbeds Lumber Co, Palm Bay, FL 8A30 s Nov 30 2020 MiTek Industries, Inc. Mon May 3 16:19:062021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-13FETzOk4x_CuQrkN2gXgoXZAGrBzQLuRFoGIXzKAJ3 i 3-0 �18-29-7-12 37 - 36-0 11 2-0 7-6 -&444 32 0 4646 i, 0 Scale = 1:82.6 5x12 % 2x4 II 5x6 = 23 22 21 20---- 3x6 = ---- 15 14 3b 13 3b 12 3t 36 11 16 4x6 - 6x6 = 3x4 = 3x4 II 6x8 = 3x8 = 5x8 = 6x8 = 2-0-0 7-0-0 1-11-13 3-0-0 -0A 6-6-8 12-0-0 16-0-0 16 1-8 22-1-12 29-7-12 37-1-12 46A-0 1-11-13 1�6-0 1-2-e 2-0-0 5-0-0 4-e-0 8 5-24 76-0 7-0-0 9-2-4 0-0-3 03A Plate Offsets (X Y)- [4:0-3-0,0-3-0] [8:0-3-0 0-2-0], [12:0-4-0,0-3-4], [14:0-2-12,0-3-4], [20:Edoe,0-1-8] LOADING (psf) SPACING- 2-0-0 cSl. DEFL. in ([cc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.31 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.49 11-12 >999 240 BCLL 0.0 Rep Stress Incr YES W3 0.84 Horz(CT) 0.14 11 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -MS Wind(LL) 0.18 16 >999 240 Weight: 346 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-6 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals, and 2-0-0 oc purlins (3-6-3 max.): 6-8. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. Except: 1 Row at midpt 5-17 10-0-0 oc bracing: 15-17 WEBS 1 Row at midpt 6-17, 6-14, 6-13, 7-13, 8-13, 8-12, 9-11 REACTIONS. All bearings 0-3-8 except Qt=length) 22=3-0-0, 11=Mechanical. (lb) - Max Horz 22=-359(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 22=683(LC 12), 11=718(LC 12), 21=-220(LC 12), 23=168(LC 17) Max Grav All reactions 250 lb or less atjoint(s) 23 except 22=1939(LC 17), 11=2010(LC 18), 21=679(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-409/456, 2-27=-2352/889, 3-27=-2290/899, 34=3046/1254, 4-28=2819/1266, 5-28=2720/1283, 5-6=-2866/1473, 6-29=1862/1072, 7-29=1862/1072, 7-30=-1862/1072, 30-31=1862/1072, 31-32=-1862/1072, 8-32=1862/1072, 8-33=1453/839, 9-33=-1507/823 BOT CHORD 1-23=369/412, 22-23=-369/412, 19-20=281/146, 3-19=789/427, 18-19=1070/2352, 17-18=1236/2855, 5-17=-373/392, 14-35=796/2020, 13-35=796/2020, 13-36=-523/1337, 12-36=523/1337, 12-37=-416/879, 37-38=416/879, 11-38=-416/879 WEBS 2-22=2111/1023, 19-22=-415/218, 2-19=1065/2464, 3-18=179/680, 4-17=-356/200, 14-17=761/1955, 6-17=-688/1291, 7-13=-521/464, 8-13=470/1056, 8-12=490/314, 9-12=227/1009, 9-11=-1907/922 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 22-1-12, Exterior(2R) 22-1-12 to 30-7-9, Interior(1) 30-7-9 to 37-1-12, Exterior(2R) 37-1-12 to 45-7-9, Interior(1) 45-7-9 to 46-2-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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, with BCDL=10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 683 lb uplift at joint 22, 718 lb uplift at joint 11, 220 lb uplift at joint 21 and 168 lb uplift at joint 23. 9) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119,2020 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 parametersand properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord membersonly. Additional temporary and permanent bracing is ahvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/i Quality Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 . This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius tee PE No.34669 MiTak,USA, inc: FL Cori 6.634 0604 Parke East Blvd; Tampa FL33610 Date: May 3,2021 MiTele 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type City Ply Rudy Vega T23802061 508208 A20 Piggyback Base 3 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:21:12 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-OQ??Rj6g4Dc2RyeM7HpuuS2buo6h4EIDgExTEszKGQr i 2-4-0 6-8-8 i 12.0-0 16-11-8 i 22.1-12 29-7-12 37-1-12 i 41-8-0 _r_ 46-4-0 2-4-0 4-0-8 5-3-8 4.11.6 5-2-4 7.8-0 7$0 4-8-4 48-0 d 5x10 2x4 11 5x6 = r— 22 21 20 3x6 = 16 15 14 34 13 3b 12 3b it 11 NOP2X STP = 3x4 11 3x4 I I 6x8 = 4x8 = 5x8 = 44 = 6x6 = 7x8 = 5x12 = 6x8 = Scale = 1:87.5 2-0-0 2-0-0 6A-6 7 12-0-0 16-6-0 1611-8 22-1-12 29-7-12 37.1-12 464-0 2-0-0 4-4-0 0.-0 6-0-0 4-0-0 0. 5-2� 7-6-0 7-0-0 &2-0 0-0-0 Plate Offsets (X Y)— [4:0-3-0,0-3-0],[6:0-4-0 0-1-12],[8:0-3-0 0-2-01,[12:0-4-0,0-3-4] [14:0-2-12,0-3-41,[19:0-5-8 0-3-8] LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.26 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.44 13-14 >999 240 BCLL 0.0 Rep Stress ]nor YES W3 0.88 Horz(CT) 0.18 11 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.25 16 >999 240 Weight: 349 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-15 cc purlins, BOT CHORD 2x4 SP No.2 *Except* except end verticals, and 2-0-0 cc purlins (3-3-14 max.): 6-8. 11-12: 2x4 SP SS BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. Except: WEBS 2x4 SP No.2 1 Row at midpt 5-17 10-0-0 cc bracing: 19-21, 15-17 WEBS 1 Row at midpt 6-17, 6-14, 6-13, 7-13, 8-13, 8-12, 9-11 REACTIONS. (size) 22=0-8-0, 11=Mechanical Max Horz 22=359(LC 10) Max Uplift 22=866(LC 12), 11=-749(LC 12) Max Grav 22=2367(LC 17), 11=2084(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-296/91, 2-3=4040/1551, 3-4=3750/1530, 4-5=3216/1438, 5-6=3261/1628, 6-7=-2000/1126, 7-8=2000/1126, 8-9=1572/872 BOT CHORD 1-22=-37/273, 18-19=1668/3876, 17-18=1480/3478, 5-17=-372/392, 13-14=874/2220, 12-13=-553/1411,11-12=435/925 WEBS 2-22=2249/1125, 2-19=1493/3533, 3-18=-427/247, 4-18=32/395, 4-17=-739/334, 14-17=-835/2143, 6-17=823/1634, 6-13=283/127, 7-13=521/464, 8-13=514/1169, 8-12=-541/335, 9-12=251/1071, 9-11=2012/962, 19-22=-355/278 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0. Interior(1) 6-0-0 to 22-1-12, Exterior(2R) This item has been 22-1-12 to 30-7-9, Interior(1) 3G-7-9 to 37-1-12, Exterjor(2R) 37-1-12 to 45-7-9, Interior(1) 45-7-9 to 46-2-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck sealed by Lee, Julius, PE to the use of this truss component. using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. Printed copies Of this 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not considered 7) • This truss has been designed for a jive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the Will fit between the bottom chord and any other members, with BCDL = 10.Opsf. signature must be Verified 8) Refer to girder(s) for truss to truss connections. On any electronic COp12S. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 22=866, 11=749. JaliusLee PENo.34669 10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. MiTekUSA, Ine...,FL Cart 6634 6904 Parke East Blvd. Tampa FL33610 Date: May 3,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/1912020 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 ofdesign parameters and properly incorporate this design into the overall p aq building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ,y f�T�i k• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/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 Rudy Vega T23802062 508208 A21 Piggyback Base 1 1 Job Reference (optional) ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MTek Industries, Inc. Mon May 3 08:21:15 2021 Page 1 ID:Oj R?uvPC rTEdiMbCq USxELyQZsg-Q_g7318ZM8?dIQ Nxo Q McW5g6M?EZHYUfM CA7q BzKGQ o 2-4-0 6-8.8 12-0-0 18-8-8 211-12 27-1-12 32-1-12 37-1-12 i 41-8-0 46-4-0 2-4-0 4-4-8 a.8-8 3-5-4 5-0-0 5-0-0 5-0-0 4-8-0 4.8.0 5x6 = 4x4 = 4x4 = 5x6 = 6.00 12 _� �, d Scale = 1:92.7 l �I 36 1 m cr 0 4 0 d STP = N 23 22 21 6x10 = 17 4x6 = 6x12 MT20HS 4x4 11 6x12 MT20HS = 6x10 NOP2X STP = 3x4 11 7x14 MT20HS = 6x12 MT20HS = 4x6 = 6x6 = 2-4-0 22-1-12 i ,7-Or0 12-0.0 18-8-8 19,p-0 29-7-12 37-1-12 46-0-0 2-0-0 ' 4-0.8 0.3!8 5-0-0 ' 6A-6 0$A 3-1-12 7-0-0 7.6-0 9-2-4 04-0 Plate Offsets (X,Y)- [4:0-3-0,0-3-0][6:0-3-0,0-2-7],[9:0-3-0,0-2-7],[16:0-8-0,0-3-4] [18:0-2-0,0-0-8],[19:0-4-12 0-2-0) [20:0-10-8 0-2-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(L-) -0.29 14-15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.60 14-15 >875 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(CT) 0.27 12 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MS Wtnd(LL) 0.36 17 >999 240 Weight: 351 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-1-1 cc purlins, 4-6: 2x4 SP SS, 6-9: 2x6 SP No.2 except end verticals, and 2-0-0 oc purlins (3-0-6 max.): 6-9. BOT CHORD 2x4 SP SS *Except* BOT CHORD Rigid ceiling directly applied or 4-7-0 cc bracing. Except: 1-21,3-22,5-18: 2x4 SP No.2 10-0-0 cc bracing: 20-22, 16-18 WEBS 2x4 SP No.2 `Except' WEBS 1 Row at micipt 16-19, 5-15, 6-15, 7-15, 7-14 11-12: 2x6 SP No.2 2 Rows at 1/3 pts 10-12, 8-13 REACTIONS. (size) 23=0-8-0, 12=0-8-0 Max Horz 23=357(LC 10) Max Uplift 23=1002(LC 12), 12=937(LC 12) Max Grav 23=3240(LC 17), 12=3269(LC 18) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5763/2115, 3-4=5615/2084, 4-5=5640/2191, 5.6=5109/2076, 6-7=-4558/1897, 7-8=-4511/1865, 8-9=2783/1270, 9-10=3190/1373 BOT CHORD 19-20=-2157/5430, 18-19=101/458, 5-16=-301/902, 15-16=-1893/5109, 14-15=1726/4917, 13-14=1478/4153, 12-13=-772/1936 WEBS 2-23=-3106/1301, 20-23=375/264, 2-20=1881/5035, 3-19=-295/248, 4-19=-440/310, 16-19=-1913/4763, 4-16=77/258, 5-15=1138/637, 6.15=-716/1892, 9-13=-412/1291, 10-13=413/1693, 10-12=3518/1425, 7-15=-928/279, 7-14=-1239/520, 8-14= 423/1572, 8-13=-2693/995 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 22-1-12, Exterior(2R) 22-1-12 to 30-7-9, Interior(1) 30-7-9 to 37-1-12, Exterior(2R) 37-1-12 to 45-7-9, Interior(1) 45-7-9 to 46-1-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 23=1002, 12=937. 9) Load case(s) 1, 2, 3, 4, 5, 6, 7, S. 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36, 37, 38, 39, 40 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. C0ntin0etl.'0rf'p9ge.2...._............_.....- ....-----._.._...._......-- ----..._........_..._........_......_..- -------.._.........................-_...---- ---- -.._........._._.- ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119,2020 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. Safe re use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the Signature must be verified on any electronic copies. Julius Lee PE No 34869 MI ek USA, Inc: FL Cert 663A 6su Parke East BNd, Tampa FL 3361-0 Dats: May 3,2021 MiTeW 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Rudy Vega T23802062 508208 A21 Piggyback Base 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905. 8,430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:21:16 2021 Page 2 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-uBEVG59B7S7Tway7M7t21CH6Pao0?kobsvgNdzKGQn LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-60, 6-29=60, 29-34=-302, 9-34=-60, 9-11=60, 22-24=-20, 21-22=-20, 18-20=-20, 17-18=-20, 12-16=-20 2) Dead + 0.75 Roof Live (balanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-50, 6-29=50, 29-34=-267, 9-34=-50, 9-11=50, 22-24=-35, 21-22=-35, 18-20=-35, 17-18=-35, 16-37=-35, 37-38=-50, 38-39=-35, 39-40=-50, 40-41=-35, 41-42=-50, 12-42=-35 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-20, 6-29=20, 29-34=-212, 9-34=-20, 9-11=20, 22-24=40, 21-22=40, 18-20=-40, 17-18=40, 12-16=40 4) Dead +0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-27=59, 6-27=47, 6-29=59, 29-32=133, 32-34=122, 9-34=47, 9-36=59, 11-36=47, 22-24=12, 21-22=12, 18-20=-12, 17-18=-12, 12-16=-12 Horz: 1-27=67, 6-27=-56, 9-36=67, 11-36=56 Drag: 6-7=1, 8-9=1 5) Dead +0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-28=47, 6-28=59, 6-29=47, 29-30=122, 30-34=133, 9-34=59, 9-35=47, 11-35=59, 23-24=45, 22-23=12, 21-22=-12, 18-20=12, 17-18=-12, 12-16=12 Horz: 1-28=56, 6-28=-67, 9-35=56, 11-35=67 Drag: 6-7=1, 8-9=1 6) Dead +0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-6=47, 6-29= 47, 29-34=-257, 9-34=-47, 9-11=-47, 23-24=-3, 22-23=20, 21-22=20, 18-20=20, 17-18=-20, 12-16=-20 Horz: 1-6=27, 9-11=27 Drag: 6-7=-0, 8-9=0 7) Dead +0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-6=47, 6-29=47, 29-34=257, 9-34=-47, 9-11=-47, 23-24=3, 22-23=20, 21-22=20, 18-20=20, 17-18=20, 12-16=20 Horz: 1-6=27, 9-11=27 Drag: 6-7=-0, 8-9=0 8) Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-6=11, 6-29=26, 29-31=31, 31-34=21, 9-34=16, 9-11=31, 23-24=27, 22-23=12, 21-22=12, 18-20=12, 17-18=12, 12-16=12 Horz: 1-6=-20, 9-11=39 Drag: 6-7=0, 8-9=0 9) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-6=31, 6-29=26, 29-33=67, 33-34=86, 9-34=45, 9-11=11, 22-24=12, 21-22=12, 18-20=12, 17-18=12, 12-16=12 Horz: 1-6=-39, 9-11=20 Drag: 6-7=0, 8-9=1 10) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-6=45, 6-29=22, 29-34=225, 9-34=22, 9-11=1, 23-24=19, 22-23=-20, 21-22=20, 18-20=20, 17-18=20, 12-16=20 Horz: 1-6=25, 9-11=19 Drag: 6-7=0, 8-9=0 11) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-6=1, 6-29=22, 29-34=225, 9-34=22, 9-11=45, 22-24=20, 21-22=20, 18-20=20, 17-18=20, 12-16=20 Horz: 1-6=19. 9-11=25 Drag: 6-7=0, 8-9=0 12) Dead +0.6 MWFRS Wind (Pas. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-6=45, 6-29=45, 29-34=86, 9-34=45, 9-11=45, 23-24=27, 22-23=-12, 21-22=-12, 18-20=-12, 17-18=-12, 12-16=-12 Horz: 1-6=54, 9-11=54 Drag: 6-7=1, 8-9=-1 13) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-6=16, 6-29=16, 29-34=15, 9-34=16, 9-11=16, 22-24=12, 21-22=12, 18-20=12, 17-18=12, 12-16=12 Horz: 1-6=25, 9-11=25 Drag: 6-7=0, 8-9=-0 14) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-6=22, 6-29=22, 29-34=189, 9-34=22, 9-11=22, 23-24=19, 22-23=20, 21-22=20, 18-20=20, 17-18=20, 12-16=20 Horz: 1-6=2, 9-11=-2 Drag: 6-7=0, 8-9=0 15) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-6=22, 6-29=22, 29-34=189, 9-34=22, 9-11=22, 22-24=20, 21-22=20, 18-20=20, 17-18=20, 12-16=20 Horz: 1-6=2, 9-11=-2 Drag: 6-7=0, 8-9=0 16) Dead + Uninhabitable Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=20, 6-29=20, 29-34=162, 9-34=20, 9-11=20, 22-24=40, 21-22= 40, 18-20=40, 17-18=40, 16-37=40, 37-38=60, 38-39=-40, 39-40=60, 40-41=40, 41-42=60, 12-42=40 Continued on page 3 A 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 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 stabilhy 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 ANSI117/1 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 Qly Ply Rudy Vega T23602062 508208 A21 Piggyback Base 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, UA3U 6 Apr 2U 2U21 MI I eK Inoustrles, Inc. Mon may 3 Utl:zl:lb zuzl rage 3 ID:qR?uvPCrTEdiMbCgUSxELyQZsg-uBEVG59B7S7Tway7M7t2lCHGPao0?kobsvgNdzKGQn LOAD CASE(S) Standard 17) Dead +0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MW=RS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-6=69, 6-29=51, 29-34=314, 9-34=51, 9-11=36, 23-24=6, 22-23=-35, 21-22=-35, 18-20=35, 17-18=35, 16-37=35, 37-38=50, 38-39=35, 39-40=50, 40-41=35, 41-42=50, 12-42=35 Horz: 1-6=19. 9-11=14 Drag: 6-7=0, 8-9=0 18) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MW'RS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-6=36, 6-29=51, 29-34=314, 9-34=51, 9-11=69, 22-24=35, 21-22=35, 18-20=35, 17-18=35, 16-37=35, 37-38=50, 38-39=35, 39-40=50, 40-41=35, 4142=50, 12-42=35 Horz: 1-6=14, 9-11=19 Drag: 6-7=0, 8-9=0 19) Dead + 0.75 Roof Live (bat.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MW=RS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-6=51, 6-29=51, 29-34=287, 9-34=51, 9-11=51, 23-24=6, 22-23=35, 21-22=35, 18-20=35, 17-18=35, 16-37=35, 37-38=50, 38-39=35, 39-40=50, 40-41=35, 41-42=50, 12-42=35 Horz: 1-6=1, 9-11=1 Drag: 6-7=0, 8-9=0 20) Dead +0.75 Roof Live (bat.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MW=RS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-6=51, 6-29=51, 29-34=287, 9-34=-51, 9-11=51, 22-24=35, 21-22=35, 18-20=35, 17-18=35, 16-37=35, 37-38=50, 38-39=-35, 39-40=50, 40-41=35, 41-42=-50, 12-42=35 Horz: 1-6=1, 9-11=-1 Drag: 6-7=0, 8-9=0 21) 1st Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-6=60, 6-29=60, 29-34=302, 9-34=60, 9-11=20, 22-24=20, 21-22=20, 18-20=20, 17-18=20, 12-16=20 22) 2nd Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=20, 6-29=60, 29-34=302, 9-34=60, 9-11=60, 22-24=20, 21-22=20, 18-20=20, 17-18=20, 12-16=20 23) 3rd Dead + 0.75 Roof Live (unbalanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=50, 6-29=50, 29-34=267, 9-34=50, 9-11=20, 22-24=35, 21-22=35, 18-20=35, 17-18=35, 16-37=35, 37-38=50, 38-39=35, 39-40=50, 40-41=35, 41-42=50, 12-42=35 24) 4th Dead + 0.75 Roof Live (unbalanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=20, 6-29=50, 29-34=267, 9-34=50, 9-11=50, 22-24=35, 21-22=35, 18-20=-35, 17-18=35, 16-37=35, 37-38=50, 38-39=35, 39-40=50, 40-41=35, 41-42=50, 12-42=35 25) Reversal: Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-27=59, 6-27=47, 6-29=59, 29-32=133, 32-34=122, 9-34=47, 9-36=59, 11-36=47, 22-24=12, 21-22=12, 18-20=12, 17-18=12, 12-16=12 Horz: 1-27=67, 6-27=56, 9-36=67, 11-36=56 Drag: 6-7=1, 8-9=1 26) Reversal: Dead +0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-28 7, 6-28=59, 6-29=47, 29-30=122, 30-34=133, 9-34=59, 9-35=47, 11-35=59, 23-24=45, 22-23=12, 21-22=12, 18-20=12, 17-18=12, 12-16=12 Horz: 1-28=56, 6-28=67. 9-35=56, 11-35=67 Drag: 6-7=1, 8-9=1 27) Reversal: Dead +0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-6=47, 6-29=47, 29-34=257, 9-34=47, 9-11=47, 23-24=3, 22-23=20, 21-22=20, 18-20=20, 17-18=20, 12-16=20 Horz: 1-6=27, 9-11=27 Drag: 6-7=0, 8-9=0 28) Reversal: Dead +0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-6=-47, 6-29=47, 29-34=257, 9-34=-47, 9-11=-47, 23-24=3, 22-23=20, 21-22=20, 18-20=20, 17-18=20, 12-16=20 Horz: 1-6=27, 9-11=27 Drag: 6-7=0, 8-9=0 29) Reversal: Dead + 0.6 MW=RS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-6=11, 6-29=26, 29-31=31, 31-34=21, 9-34=16, 9-11=31, 23-24=27, 22-23=12, 21-22=-12, 18-20=-12, 17-18=12, 12-16=12 Horz: 1-6=20, 9-11=39 Drag: 6-7=0, 8-9=-0 30) Reversal: Dead + 0.6 MW=RS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-6=31, 6-29=26, 29-33=67, 33-34=86, 9-34=45, 9-11=11, 22-24=-12, 21-22=-12, 18-20=-12, 17-18=-12, 12-16=-12 Horz: 1-6=39, 9-11=20 Drag: 6-7=0, 8-9=-1 31) Reversal: Dead +0.6 MW'RS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Continued on page 4 ® 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 ofdesign 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 NliTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erecgon and bracing of trusses and truss systems, see ANSI?Pll Quality Criteria, DSB-99 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 Job Truss Truss Type Qty Ply Rudy Vega T23802062 508208 A21 Piggyback Base 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 15.431.1 6 Apr zu 2uz1 ml I eK moustries, Inc. mon may a uts:zi:io zurl rage 4 ID:Oj R?uvP CrTEdiMbCgU SxE LyQZsg-u B EVG59B7S7Tway7M7tr2l CH6PaoO?kobsvg NdzKGQn LOAD CASE(S) Standard Uniform Loads (pig Vert: 1-6=45, 6-29=22, 29-34=225, 9-34=22, 9-11=1, 23-24=19, 22-23=-20, 21-22=20, 18-20=20, 17-18=20, 12-16=20 Horz: 1-6=25, 9-11=19 Drag: 6-7=0, 8-9=0 32) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-6=1, 6-29=22, 29-34=225, 9-34=22, 9-11=-45, 22-24=20, 21-22=20, 18-20=20, 17-18=20, 12-16=20 Horz: 1-6=19, 9-11=25 Drag: 6-7=0, 8-9=0 33) Reversal: Dead +0.6 MWFRS Wind (Pos. Internal) list Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-6=45, 6-29=45, 29-34=86, 9-34=45, 9-11=45, 23-24=27, 22-23=-12, 21-22=-12. 18-20=-12, 17-18=-12, 12-16=-12 Horz: 1-6=-54, 9-11=54 Drag:6-7=1, 8-9=-1 34) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-6=16, 6-29=16, 29-34= 15, 9-34=16, 9-11=16, 22-24=-12, 21-22=-12, 18-20=-12, 17-18=12, 12-16=12 Horz: 1-6=25, 9-11=25 Drag: 6-7=0, 8-9=-0 35) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-6=22, 6-29=22, 29-34=189, 9-34=22, 9-11=22, 23-24=19, 22-23=20, 21-22=20, 18-20=20, 17-18=20, 12-16=20 Horz: 1-6=2, 9-i1=-2 Drag: 6-7=0, 8-9=0 36) Reversal: Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-6=22, 6-29=22, 29-34=189, 9-34=22, 9-11=22, 22-24=20, 21-22=20, 18-20=20, 17-18=20, 12-16=20 Horz: 1-6=2, 9-11=-2 Drag: 6-7=0, 8-9=0 37) Reversal: Dead +0.75 Roof Live (bal.) +0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-6=69, 6-29=51, 29-34=314, 9-34=51, 9-11=36, 23-24=6, 22-23=35, 21-22=35, 18-20=35, 17-18=35, 16-37=35, 37-38=50, 38-39=35, 39-40=50, 40-41=35, 41-42=50, 12-42=35 Horz: 1-6=19, 9-11=14 Drag: 6-7=0, 8-9=0 38) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-6=36, 6-29=51, 29-34=314. 9-34=51, 9-11=69, 22-24=35, 21-22=35, 18-20=35, 17-18=35, 16-37=35, 37-38=50, 38-39=35, 39-40=50, 40-41=35, 41-42=50, 12-42=35 Horz: 1-6=14, 9-11=19 Drag: 6-7=0, 8-9=0 39) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1 st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-6=51, 6-29=51, 29-34=287, 9-34=51, 9-11=51, 23-24=6, 22-23=-35, 21-22=35, 18-20=35, 17-18=35, 16-37=35, 37-38=50, 38-39=35, 39-40=50, 40-41=35, 41-42=50, 12-42=35 Horz: 1-6=1, 9-11=1 Drag: 6-7=0, 8-9=0 40) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-6=51, 6-29=51, 29-34=287, 9-34=51, 9-11=51, 22-24=35, 21-22=35, 18-20=35, 17-18=35, 16-37=35, 37-38=50, 38-39=35, 39-40=50, 40-41=35, 41-42=50, 12-42=35 Horz: 1-6=1, 9-11=-1 Drag: 6-7=0, 8-9=0 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED F61TEK 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 properly incorporate this design Into the overall ITS[' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �i`�'e�° 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 ANSI1rP11 Quality Criteria, DSB-99 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 Rudy Vega T23802083 508208 A22 Piggyback Base 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MTek Industries, Inc. Mon May 3 08:21:17 2021 Page 1 ID:OIR?uvP C rTEdiMbCq U SxE LyQZsg-MNotUQApulFKYkXJvrO4bWIQFprFIYAyq WFEv3zKG Q m i 2-0-8 , 6-8-0 10-8-8 119-12 25-3-12 32-9-12 37-0-0 42-0-0 2-1-0 7-6-0 7-6-0 4-6-0 4-8-0 Scale = 1:77.6 5x6 = 2x4 11 5x6 = c — r— 5 9R 6 97 9a 99 7 NOP2XSTP = 5x8 = 19 18 17 16 5x8 = 3x10 = 5x8 = NOP2X STP = 5x6 = 2x4 II 6x8 = 2x4 II 6x6 = 5x10 = 2-4-8 6-&0 10-8-8 11 0 17-9-12 25-3-12 32-9-12 42-0-0 2-4-8 4-3-8 40.8 0. 6-9-12 7-6-0 7-6-0 9-2-0 Plate Offsets (X,Y)—[3:0-1-12,0-3-0),[5:0-3-0,0-2-0),[7:0-3-0,0-2-0),[11:0-4-0 03-0),[13:0-4-0,0-3-01,[14:0-5-12,0-3-01 [20:0-8-4,D-3-4) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TC 0.84 Vert(LL) -0.24 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.41 10-11 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.59 Horz(CT) 0.13 10 n/a n/a BCDL 10.0 Code FBC2020lrP12014 Matrix -MS Wind(LL) 0.19 13-14 >999 240 Weight: 299 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-7-2 cc purlins, 3-5: 2x4 SP SS except end verticals, and 2-0-0 cc purlins (2-2-0 max.): 5-7. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. Except: 1-20,13-14: 2x4 SP SS 10-0-0 cc bracing: 18-20, 14-16 WEBS 2x4 SP No.2 *Except* WEBS 1 Row at midpt 4-13, 5-12, 6-12, 7-12, 7-11. B-10 9-10: 2x6 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 10=0-8-0 Max Horz 1=304(LC 10) Max Uplift 1=655(1_13 12), 10=706(LC 12) Max Grav 1=2159(LC 17), 10=1999(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3719/1426, 2-3=3648/1524, 3-4=3455/1478, 4-5=2726/1271, 5-6=2247/1221, 6-7=-2247/1221, 7-8=1793/948 BOT CHORD 1-20=1444/3455, 17-18=190/446, 4-14=87/531, 13-14=1376/3245, 12-13=949/2441, 11-12=-025/1594, 10-11=520/1109 WEBS 17-20=-991/2378, 3-20=-432/881, 3-17=1169/589, 14-17=-1097/2727, 3-14=265/599, 4-13=-1001/536, 5-13=230/941, 6-12=519/457, 7-12=-492/1130, 7-11=-393/261, 8-11=-183/894, 8-10=1977/959 NOTEs- This item has been 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; electronically signed and Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 17-9-12, Exterior(2R) sealed by Lee, Julius, PE 17-9-12 to 26-3-9, Interior(1) 26-3-9 to 32-9-12, Exterior(2R) 32-9-12 to 41-3-9, Interior(1) 41-3-9 to 41-9-4 zone; cantilever left and using a Digital Signature. right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Printed copies of this 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. document are not considered 4) Provide adequate drainage to prevent water ponding. Signed and sealed and the 5) All plates are MT20 plates unless otherwise indicated. Signature must be Verified 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. On any electronic copies. 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. Julius lee PE No.=69 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) MTTek USA, Inc. FL Cett6634 1=655, 10=706. 6904 Parke East Blvd. Tampa FL 33610 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Date; May 3,2021 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 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 pp A� T Pr �• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYI i 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/rPl1 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 City Ply Rudy Vega T23802064 508208 A23 Piggyback Base 1 1 Job Reference (optional) ribbetts Lumber Company, Palm Bay, FL - 32905, 8A30 s Apr 20 2021 MTek Industries, Inc. Mon May 3 08:21:19 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-Jmwev6B3QNV2n1 hit FRYgwgmncWkDP4FHp8KzyzKGQk 11-4 01 6-0-0 10-8-8 17-9-12 25-3-12 32-9-12 37-4-0 42-0-0 1 4-0 4 8-0 4-8 4 7 6 0 7-6-0 4 6 4-0 5x6 = 2x4 11 5x6 = NOP2X S' 5: Scale = 1:77.7 19 18 17 16 6x6 = 3x4 II 5x8 = 2x4 11 10-8-8 11 q-0 17-9-12 25-3-12 32-9-12 42-0-0 1-4-0 4-8-0 4-8-8 0- -8 6-9-12 7-6-0 7-6-0 Plate Offsets (X,Y)— [3:0-2-0,D-3-0L [5:0-3-0 0-2-0L [7:0-30 0-2-Oj,[11:0-4-0 0-30] [13:0-4-0 0-3-01[14:0-5-120-3-01 [20:0-8-0 0-3-4j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.24 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0A1 10-11 >999 240 BCLL 0.0 ' Rep Stress Incr YES W3 0.82 HOrz(CT) 0.13 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.19 13-14 >999 240 Weight: 304 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-10-5 cc purlins, 3-5: 2x4 SP SS except end verticals, and 2-0-0 cc purlins (2-2-0 max.): 5-7. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. Except: 1-20,13-14: 2x4 SP SS 10-0-0 cc bracing: 18-20, 14-16 WEBS 2x4 SP No.2 *Except* WEBS 1 Row at midpt 4-13, 5-12, 6-12, 7-12, 7-11, 8-10 9-10: 2x6 SP No.2 WEDGE Left 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 10=0-8-0 Max Horz 1=304(LC 10) Max Uplift 1= 667(LC 12), 10=706(LC 12) Max Grav 1=2124(LC 17). 10=1997(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3304/1322, 2-3=3273/1449, 3-4=3474/1490, 4-5=-2720/1273, 5-6=-2244/1222, 6-7=-2244/1222, 7-8=1791/949 BOT CHORD 1-20=-1352/3043, 4-14=91/533, 13-14=1387/3251, 12-13=-950/2436, 11-12=625/1592, 10-11=-521/1108 WEBS 17-20=-930/2185, 3-20=605/1082, 3-17=1740/868, 14-17=998/2402, 3-14=520/1210, 4-13=-1014/548, 5-13=231/937, 6-12=519/457, 7-12=-493/1127, 7-11=392/262, 8-11=-183/893,8-10=1975/959 NOTES- 1) Unbalanced roof live loads have been considered for this design. This item has been 2) Wnd: ASCE 7-16; Vuk=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; electronically signed and Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-15, Interior(1) 6-0-15 to 17-9-12, sealed by Lee, Julius, PE Exterior(2R) 17-9-12 to 26-3=9, Interior(1) 26-3-9 to 32-9-12, Exterior(2R) 32-9-12 to 41-3-9, Interior(1) 41-3-9 to 41-9-4 zone; using a Digital Signature. eft and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip Printed copies of this DOL=r 1e 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific document are not considered to the use of this truss component. signed and sealed and the 4) Provide adequate drainage to prevent water ponding. Signature must be Verified 5) All plates are MT20 plates unless otherwise indicated. On any electronic copies. 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 Julius Lee PE No.34669 will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. MTakUSA Inc. FL'Cort 6634 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 6904 Parke East Blvd. Tampa FL33610 1=667. 10=706. Data; 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. May 3,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED fAITEK REFERENCE PAGE MII-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 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 ANSI?P/1 QuaW 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 Rudy Vega T23802065 508208 A24 Piggyback Base 4 1 Job Reference (optional) ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:21:21 2021 Page 1 ID:OIR?uvPCrTEdiMbCgUSxELyQZsg-F81 OKoDJy_Im 1 Lg58gT01Lw81QlohHSX17dR2gzKGQi 7-0-0 14-1-12 21-7-12 29-1-12 33-4-0 18-4-0 7-0-0 ' 7-1-12 ' 7-0-0 7-6-0 4-2-4 5-0-0 6x6 = 3x8 II 6x6 = 48 NOP2X STP = 6x6 = 5x6 = 4x6 11 5x8 =. 5x8 = Scale = 1:68.9 23 NOP2X STP = 6x6 = 7-0-0 14-1-12 21-7-12 29-1-12 38-4-0 ' 7-0-0 7-1-12 7-6-0 7-6-0 9-2-4 Plate Offsets (X,Y)- [3:0-3-0,0-2-7) [5:0-3-0,0-2-7],[B:0-1-8 0-3-0),[9:0-4-0 0-3-0] [11:0-3-0 0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.19 8-9 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.35 10-11 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.95 Horz(CT) 0.09 8 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -MS Wind(ILL) 0.15 10-11 >999 240 Weight: 273 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP SS *Except' TOP CHORD Structural wood sheathing directly applied, except end verticals, and 3-5: 2x6 SP DSS, 5-7: 2x4 SP No.2 2-0-0 cc purlins (3-11-7 max.): 3-5. BOT CHORD 2x4 SP SS BOT CHORD Rigid ceiling directly applied or 6-0-10 cc bracing. WEBS 2x4 SP No.2 *Except* WEBS 1 Row at midpt 3-11, 4-10, 5-10, 5-9 1-13,7-8: 2x6 SP No.2 2 Rows at 1/3 pts 6-8 REACTIONS. (size) 13=0-8-0, 8=0-8-0 Max Horz 13=256(LC 10) Max Uplift 13=760(1_C 12), 8=827(LC 12) Max Grav 13=2787(LC 17), 8=3024(LC 18) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3486/1319, 2-3=3689/1486, 3-4=3952/1664, 4-5=-3952/1664, 5-6=-2902/1234, 1-13=-2672/1076 BOT CHORD 12-13=-210/329, 11-12=124013221, 10-11 =-1 145/3309, 9-10=-877/2572, 8-9=712/1841 WEBS 2-12=-679/427, 2-11=61/407, 3-11 =-1 03/286, 3-10=392/1340, 4-1 0=-231 0/1000, 5-10=-794/2258, 5-9=881/378, 6-9=313/1466, 1-12=1098/3061, 6-8=-3211/1263 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuR=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-2-12 to 6-2-12, Interior(1) 6-2-12 to 14-1-12. Exterior(2R) 14-1-12 to 22-7-9, Interior(1) 22-7-9 to 29-1-12, Exterior(2R) 29-1-12 to 37-7-9, Interior(1) 37-7-9 to 38-1-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip This item has been DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck electronically signed and to the use of this truss component. Sealed by Lee, Julius, PE 4) Provide adequate drainage to prevent water ponding. Using a Digital Signature. 5) All plates are MT20 plates unless otherwise indicated. Printed copies Of this 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 document are not considered will fit between the bottom chord and any other members, with BCDL=10.Opsf. signed and sealed and the 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it=lb) signature must be verified 13=760, 8=827. 9) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, on any electronic copies. 35, 36, 37. 38, 39, 40 hasthave been modified. Building designer must review loads to verify that they are correct for the intended Julius Lea PE No.34669 use of this truss. Miiek USA, Inc. FL cart ssm 10) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 69, 14Parke East Blvd. Tampa FL3361g Date: LOAD CASE(S) Standard May 3,2021 continued on page 2 --...-.._............ --- - ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19,2020 BEFORE USE. f' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not 'i`( a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSIMP/1 Duality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610 Job Truss Truss Type Qty PlyTRudy Vega T23802065 508208 A24 Piggyback Base 4 b Reference (optional) Tibbetts Lumber Company, Palm Bay, FL-32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:21:21 2021 Page 2 ID:OIR?uvPCrTEdiMbCgUSxELyQZsg-F810KoDJy_lm 1 Lg58gTOILw81QlohHSX17dR2gzKGQi LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-17=60, 17-21=302, 5-21=-60, 5-7=60, 8-13=20 2) Dead +0.75 Roof Live (balanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-50, 3-17=50, 17-21=-267, 5-21=-50, 5-7=50, 12-13=35, 12-24=50, 11-24=35, 11-25=50, 25-26=35, 9-26=50, 9-27=35, 27-28=50, 8-28=35 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-20, 3-17=20, 17-21=-212, 5-21=-20, 5-7=20, 8-13=40 4) Dead +0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=59, 3-15=47, 3-17=59, 17-19=133. 19-21=122, 5-21=47, 5-23=59, 7-23=47, 8-13=12 Horz: 1-15=-67, 3-15=-56, 5-23=67, 7-23=56 Drag: 3-4=1, 4-19=1, 5-19=0 5) Dead +0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=47, 3-14=59, 3-17=47, 17-18=122, 18-21=133, 5-21=59, 5-22=47, 7-22=59, 8-13=12 Horz: 1-14=-56, 3-14=-67, 5-22=56, 7-22=67 Drag: 3-18=0, 4-18=1, 4-5=1 6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-47, 3-17=47, 17-21=-257, 5-21=-47, 5-7=-47, 8-13=20 Horz: 1-3=27. 5-7=27 Drag: 3-4=-0, 4-5=0 7) Dead +0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-47, 3-17=47, 17-21=-257, 5-21=-47, 5-7=47, 8-13=20 Horz: 1-3=27, 5-7=27 Drag: 3-4=-0, 4-5=0 8) Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plt) Vert: 1-3=11, 3-16=45, 16-17=26, 17-21=67, 5-21=26, 5-7=31, 8-13=12 Horz: 1-3=-20, 5-7=39 Drag: 3-16=0, 4-16=0, 4-5=0 9) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=31, 3-17=26, 17-20=67, 20-21=86, 5-21=45, 5-7=11. 8-13=12 Horz: 1-3=39, 5-7=20 Drag: 3-4=0, 4-20=0, 5-20=0 10) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=45, 3-17=22, 17-21=225, 5-21=22, 5-7=-1, 8-13=-20 Horz: 1-3=25, 5-7=19 Drag: 3-4=0, 4-5=0 11) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=1, 3-17=22, 17-21=225, 5-21=22, 5-7=-45, 8-13=-20 Horz: 1-3=19, 5-7=25 Drag: 3-4=0, 4-5=0 12) Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=45, 3-17=45, 17-21=86, 5-21=45, 5-7=45, 8-13=-12 Horz: 1-3=54, 5-7=54 Drag: 3-4=0, 4-5=-0 13) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=16, 3-17=16, 17-21=15, 5-21=16, 5-7=16, 8-13=-12 Horz: 1-3=25, 5-7=25 Drag: 3-4=0, 4-5=0 14) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-22, 3-17=22, 17-21=189, 5-21=22, 5-7=-22, 8-13=-20 Horz: 1-3=2, 5-7=-2 Drag: 3-4=0, 4-5=0 15) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=22, 3-17=22, 17-21=189, 5-21=22, 5-7=22, 8-13=-20 Horz: 1-3=2, 5-7=2 Drag: 3-4=0, 4-5=0 16) Dead + Uninhabitable Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=20, 3-17=20, 17-21=162, 5-21=-20, 5-7=20, 12-13=-40, 12-24=60, 11-24=-40, 11-25=60, 25-26= 40, 9-26=60, 9-27=40, 27-28=60, 8-28=-40 Inued on page 3 --.......... _._._._.._ ---- ...._................... _... -._....... --- ®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 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 ps y� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYI is always required forstabilky and to prevent collapse with possible personal injury and properly MiIPk° y 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 Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Rudy Vega T23802065 508208 A24 Piggyback Base 4 1 Job Reference (optional) ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2U21 MITek Industries, Inc. Mon May 3 08:21:21 2U21 Page 3 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-F810KoDJy_lml Lg58gTOILw8lQlohHSX17dR2gzKGQi LOAD CASE(S) Standard 17) Dead +0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=69, 3-17=51, 17-21=314, 5-21=51, 5-7=-36, 12-13=35, 12-24=50, 11-24=35, 11-25=50, 25-26=35, 9-26=50, 9-27=-35, 27-28=50, 8-28=-35 Horz: 1-3=19, 5-7=14 18) Dead +0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=36, 3-17=51, 17-21=314, 5-21=51, 5-7=-69, 12-13=35, 12-24=50, 11-24=35, 11-25=50, 25-26=35, 9-26=50, 9-27=-35, 27-28=50, 8-28=-35 Horz: 1-3=14, 5-7=19 19) Dead +0.75 Roof Live (bat.) +0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=51, 3-17=51, 17-21=287, 5-21=51, 5-7=-51, 12-13=35, 12-24=50, 11-24=35, 11-25=50, 25-26=35, 9-26=50, 9-27=-35, 27-28=50, 8-28=-35 Horz: 1-3=1, 5-7=1 20) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=51, 3-17=51, 17-21=287, 5-21=51, 5-7=-51, 12-13=35, 12-24=50, 11-24=35, 11-25=50, 25-26=35, 9-26=50, 9-27=35, 27-28=50, 8-28=-35 Horz: 1-3=1, 5-7=1 21) 1st Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=60, 3-17=60, 17-21=302, 5-21=60, 5-7=-20, 8-13=-20 22) 2nd Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=20, 3-17=60, 17-21=302, 5-21=60, 5-7=-60, 8-13=-20 23) 3rd Dead + 0.75 Roof Live (unbalanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=50, 3-17=50, 17-21=267, 5-21=50, 5-7=20, 12-13=35, 12-24=50, 11-24=35, 11-25=50, 25-26=35, 9-26=50, 9-27=35, 27-28=50, 8-28=-35 24) 4th Dead + 0.75 Roof Live (unbalanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=20, 3-17=50, 17-21=267, 5-21=50, 5-7=-50, 12-13=35, 12-24=50, 11-24=35, 11-25=50, 25-26=35, 9-26=50, 9-27=35, 27-28=50, 8-28=35 25) Reversal: Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-15=59, 3-15=47, 3-17=59, 17-19=133, 19-21=122, 5-21=47, 5-23=59, 7-23=47, 8-13=-12 Hoe: 1-15=67, 3-15=56, 5-23=67, 7-23=56 Drag: 3-4=1, 4-19=1, 5-19=-0 26) Reversal: Dead + 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-14=47, 3-14=59, 3-17=47. 17-18=122, 18-21=133, 5-21=59, 5-22=47, 7-22=59, 8-13=-12 Horz: 1-14=56, 3-14=67, 5-22=56, 7-22=67 Drag: 3-18=0, 4-18=1, 4-5=-1 27) Reversal: Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-47, 3-17=-47, 17-21=257, 5-21=47, 5-7=-47, 8-13=20 Horz: 1-3=27, 5-7=27 Drag: 3-4=0, 4-5=0 28) Reversal: Dead +0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-47, 3-17=47, 17-21=257, 5-21=47, 5-7=-47, 8-13=20 Horz: 1-3=27. 5-7=-27 Drag: 3-4=0, 4-5=0 29) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=11. 3-16=45, 16-17=26, 17-21=67, 5-21=26, 5-7=31, 8-13=-12 Hoe: 1-3=20, 5-7=39 Drag: 3-16=0, 4-16=0, 4-5=0 30) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=31, 3-17=26, 17-20=67, 20-21=86, 5-21=45. 5-7=11. 8-13=-12 Horz: 1-3=39, 5-7=20 Drag: 3-4=0, 4-20=0, 5-20=0 31) Reversal: Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=-45, 3-17=22, 17-21=225, 5-21=22, 5-7=1, 8-13=20 Horz: 1-3=25, 5-7=19 Drag: 3-4=0, 4-5=0 32) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=1, 3-17=22, 17-21=225, 5-21=22, 5-7=-45, 8-13=20 Horz: 1-3=-19. 5-7=25 Drag: 3-4=0, 4-5=0 33) Reversal: Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=45, 3-17=45, 17-21=86, 5-21=45, 5-7=45, 8-13=12 Horz: 1-3=54, 5-7=54 Drag: 3-4=0, 4-5=-0 34) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Continued on page 4 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rov. 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 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 ANSUTP11 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 Rudy Vega T23802065 508208 A24 Piggyback Base 4 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:21:21 2021 Page 4 ID:OjR7uvPCrTEdiMbCgUSxELyQZsg-F81 CKoDJy_Im1 Lg58gTOILw8lQlohHSX17dR2gzKGQi LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=16, 3-17=16, 17-21=15, 5-21=16, 5-7=16, 8-13=12 Horz: 1-3=25, 5-7=25 Drag: 3-4=0, 4-5=-0 35) Reversal: Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=22, 3-17=22, 17-21=189, 5-21=22, 5-7=-22, 8-13=-20 Horz: 1-3=2, 5-7=-2 Drag: 3-4=0, 4-5=0 36) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=22, 3-17=22, 17-21=189, 5-21=22, 5-7=-22, 8-13=-20 Horz: 1-3=2, 5-7=-2 Drag: 3-4=0, 4-5=0 37) Reversal: Dead + 0.75 Roof Live (bat.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=69, 3-17=51, 17-21=314, 5-21=51, 5-7=-36, 12-13=35, 12-24=50, 11-24=35, 11-25=50, 25-26=35, 9-26=50, 9-27=35, 27-28=50, 8-28=-35 Horz: 1-3=19, 5-7=14 38) Reversal: Dead + 0.75 Roof Live (bat.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=36, 3-17=51, 17-21=314, 5-21=51, 5-7=-69, 12-13=35, 12-24=50, 11-24=-35, 11-25=-50, 25-26=-35, 9-26=-50, 9-27=-35, 27-28=50, 8-28=-35 Horz: 1-3=14, 5-7=19 39) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=51, 3-17=51, 17-21=287, 5-21=51, 5-7=51, 12-13=35. 12-24=50. 11-24=35, 11-25=50, 25-26=35, 9-26=50, 9-27=35, 27-28=50, 8-28=35 Horz: 1-3=1, 5-7=1 40) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-3=51, 3-17=51, 17-21=287, 5-21=51, 5-7=51, 12-13=35, 12-24=50, 11-24=35, 11-25=50, 25-26=35, 9-26=50, 9-27=-35, 27-28=50, 8-28=-35 Horz: 1-3=1, 5-7=-1 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 p � iTek' 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 iVl fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PI1 Duality 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 Rudy Vega T23802066 508208 A25 Piggyback Base 1 1 Job Reference (optional) ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:21:23 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-BX99kUEaUb?UGf TG5VUgm?SYDub9CagCR6Y6jzKGQg 11-4-0, 6-0-0 10-8-8 17-9-12 25-3-12 32-9-12 37-4-0 42-0-0 1-4-0 4-8-8 7-1-4 7-6-0 7-6-0 4-6-4 48-0 NOP2X ST 5x6 = 2x4 11 5x6 = Scale = 1:77.7 I I 30 STP = 19 18 17 16 6x6 = 3x4 II 6x8 = 2x4 11 c? 0 4 �1-4-0 6-0-0 10-8-8 12-3-0 17-9-12 25-3-12 32-9-12 42-0-0 '1-4-0 4-8-0 4-8-8 1-6-8 5-6-12 7-6-0 7-6-0 9-2-4 Plate Offsets (X,Y)— [3:0-2-0,0-3-0],[5:0-3-0,0-2-0j [7:0-3-0,0-2-0] [11:0-4-0 0-3-0],[13:0-4-0 0-3-0][14:0-5-12,0-3-4],[20:0-8-4,0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.24 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0A1 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(CT) 0.13 10 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -MS Wind(ILL) 0.20 15 >999 240 Weight: 306 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-9-15 oc purlins, 3-5: 2x4 SP SS except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 5-7. BOT CHORD 2x4 SP No.2 `Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 1-20,13-14: 2x4 SP SS 10-0-0 oc bracing: 18-20, 14-16 WEBS 2x4 SP No.2 *Except` WEBS 1 Row at midpt 4-13, 5-12, 6-12, 7-12, 7-11, 8-10 9-10: 2x6 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 10=0-8-0 Max Horz 1=304(1_C10) Max Uplift 1=656(LC 12), 10=702(LC 12) Max Grant 1=2169(LC 17), 10=2015(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3365/1301, 2-3=3332/1431, 3-4=3586/1463, 4-5=-2772/1260, 5-6=-2275/1215, 6-7=2275/1215, 7-8=1810/944 BOT CHORD 1-20=-1335/3097, 4-14=74/601, 13-14=1363/3350, 12-13=-939/2482, 11-12=621/1609, 10-11=-518/1119 WEBS 17-20=-930/2248, 3-20=582/1050, 3-17=1806/854, 14-17=-968/2462, 3-14=525/1312, 4-13=-1081/531, 5-13=221/977, 6-12=-519/457, 7-12=-488/1150, 7-11=-396/260, 8-11=-180/904, 8-1 0=1 996/955 NOTES- 1) Unbalanced roof live loads have been considered for this design. This item has been 2) Wind: ASCE 7-16; VuR=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; electronically signed and Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-15, Interior(1) 6-0-15 to 17-9-12, sealed by Lee, Julius, PE Exterior(21R) 17-9-12 to 26-3-9, Interior(1) 26-3-9 to 32-9-12, Exterior(2R) 32-9-12 to 41-3-9, Interior(1) 41-3.9 to 41-9-4 zone; using a Digital Signature. cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip Printed copies of this p DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific document are not considered to the use of this truss component. signed and sealed and the 4) Provide adequate drainage to prevent water ponding. signature must be Verified 5) All plates are MT20 plates unless otherwise indicated. On any electronic copies. 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 Julius LeePE No: U869 Will fit between the bottom chord and any other members, with BCDL = 10.Opsf. MiTok USA, Inc. FL Cart 66U, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 61104 Parko'East Blvd Tampa FIL MI6 1=656, 10=702. Date; 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. May 3,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. $1192020 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must vedfy the applicability of design parameters and properly Incorporate this design into the overall pp q� g ek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ,y'f E fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIMP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Rudy Vega T23802067 508208 A26 Piggyback Base 1 1 Job Reference (optional) ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:21:25 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-7wHv9AGgODFCVy8sNWYywB4m81ZwdAS7flbfBczKGQe 15-0-a 22-1-12 29-7-12 37-1-12 41-7-2 4s-4-0 7-0-8 7-1-4 7-6-0 7-6-0 4-5$ 4-8-14 3 0 5x6 = 2x4 11 5x8 = Scale = 1:88.1 31 M 0 4 0 o STP = N 20 19 17 16 15 6x6 = NOP2X STP = 6x8 = 5x6 = 2x4 11 4x6 = 3x6 11 2-0-0 �u 11-0-0 15-0-8 123-1 i 22-1-12 29-7-12 37-1-12 46-4-0 ' 2-0-0 5-8.0 ' 7-0-e 3-3-0 3-10-4 7-0-0 7-6-0 9-2-0 0-0-0 Plate Offsets (X,Y)— [3:0-3-0,0-3-0] [5:0-3-0,0-2-0],[7:0-30 0-2-0],[11:0-4-0 0-3-0] [13:0-4-0 0-3-0] [17:0-3-0 0-3-0] [18:0-6-0 0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.25 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.44 12-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.17 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.24 16-17 >999 240 Weight: 318 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 3-5: 2x4 SP SS BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 13-18: 2x4 SP SS WEBS WEBS 2x4 SP No.2 `Except' JOINTS 9-10: 2x6 SP No.2 REACTIONS. (size) 20=0-8-0, 10=0-8-0 Max Horz 20=358(LC 10) Max Uplift 20=869(LC 12), 10=748(LC 12) Max Grav 20=2375(LC 17). 10=2069(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=271/56, 2-3=3075/1127, 3-4=-4191/1746, 4-5=3052/1409, 5-6=-2445/1303, 6-7=-2445/1303, 7-8=1889/999 BOT CHORD 19-20=-334/417, 4-18=154/859, 14-18=1633/3870, 13-14=-1633/3869, 12-13=-1068/2726, 11-12=670/1702, 1D-11=-554/1184 WEBS 3-19=11921673, 18-19=1241/2979, 3-18=-386/950, 4-13=-1426/708, 5-13=343/1203, 5-12=344/134, 6-112=519/458, 7-12=552/1272, 7-11=-430/282, 8-11=-206/954, 2-19=-108312657. 2-20=2221/1149, 8-1 0=-2107/1 Oil Structural wood sheathing directly applied or 3-1-0 oc purlins, except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 5-7. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 18-19, 4-13, 5-12, 6-12, 7-12, 7-11, 8-10 1 Brace at Jt(s): 18 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=llit; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 22-1-12, Exterior(2R) 22-1-12 to 30-7-9, Interior(1) 30-7-9 to 37-1-12, Exterior(2R) 37-1-12 to 45-7-9, Interior(1) 45-7-9 to 46-1-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 20=869,10=748. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No: U869 MiTek,(1$A Inc.FLCert8634 6904P.aike East Blvd. Tampa IFL 33619 Date: May 3,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED t1,ITEK 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 properly incorporate this design into the overall ■ii��•Y�� building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing T e e is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Mil fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available fromTruss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Rudy Vega T23802068 508208 A27 Piggyback Base 1 1 Job Reference (optional) ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:21:28 2021 Page 1 ID:Oj R7uvP C rTEd i MbCgUSxELyQZsg-YVy2oB Ij 18dnMQtR3e5fXgilj EasgW3ZMjpJowzKG Qb 2-0-0 , 7-0-0 12-0-0 1&8-8 22-1-12 29.7-12 37-1-12 40.11-8 46-4-0 ' 2-4-0 ' 4.8-0 ' S-0.0 6-8-8 ' 3-5-0 7-6-0 7.6-0 3-9-12 5-4-8 5x8 = 2x4 11 5x8 = a nnl 22 21 20 19 13 12 11 NOP2X STP = 7x8 = 3x4 11 4x6 = 6x6 = 3x4 11 Scale = 1:87.5 33 d ION 6x6 = 24-0 2-0-0 12-0-0 1B-8A 19 22-1-12 29-7-12 37-1-12 40-8-0 4 1 -8 464-0 2-0-0 9A-0 3-1-12 7-6-0 7_6-0 3-0-4 0 04-0 Plate Offsets (X,Y)—[4:0-3-0,0-3-0],[6:0-6-0,0-2-81,[8:0-6-0,0-2-81,[16:0-4-0,0-3-0] [1B:O-5-12,0-3-0] [21:0-2-12 Edge] 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 0.89 Vert(LL) -0.24 16-17 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.43 16-17 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.70 Horz(CT) 0.21 11 n/a n/a BCDL 10.0 Code FBC2020lrP12014 Matrix -MS Wind(LL) 0.24 19 >999 240 Weight: 343 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-12 cc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 cc purlins (2-2-0 max.): 6-8. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. Except: 10-0-0 cc bracing: 18-20, 12-14 WEBS 1 Row at midpt 3-22, 18-21, 5-17, 6-16, 7-16. 8-16, 8-15, 10-11 REACTIONS. (size) 22=0-8-0, 11=Mechanical Max Horz 22=359(LC 10) Max Uplift 22=870(LC 12), 11=-744(LC 12) Max Grav 22=2340(LC 17), 11=2019(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-352/0, 2-3=268/36, 3-4=3093/1253, 4-5=3473/1577, 5-6=2932/1454, 6-7=-2418/1308,7-8=2418/1308,8-9=-1867/1029,9-10=-14901753,10-11=1924/986 BOT CHORD 1-22=0/307, 21-22=1208/2672, 5-18=286/866, 17-18=-1336/3164, 16-17=1062/2675, 15-16=-674/1674,14-15=586/1297,9-14=-1012/566 WEBS 2-22=282/383, 3-22=2844/1386, 3-21=36/382, 4-21=-736/516, 18-21 =-1 301/2975, 4-18=-100/342, 5-17=1125/620, 6-17=476/1269, 6-16=304/139, 7-16=-522/470, 8-16=-549/1275, 8-15=A13/241, 9-15=186/770, 10-14=783/1731 NOTES- 1) Unbalanced roof live bads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 22-1-12, Exterior(2R) This item has been 22-1-12 to 30-7-9, Interior(1) 30-7-9 to 37-1-12, Exterior(2R) 37-1-12 to 45-7-9, Interior(1) 45-7-9 to 46-2-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by Lee, Julius, PE to the use of this truss component. using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. Printed Copies Of this 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered 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 signed and sealed and the Will fit between the bottom chord and any other members, with BCDL = IO.Opsf. signature must be verified 8) Refer to girder(s) for truss to truss connections. On any electronic copies. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 22=870, 11=744. Julius Lee PE No.1449 10) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Miiek USA Ihd.,FL Cert 6634 6664 Parke East Blvd. Tampa FL 33GID Date: May 3,2021 - --- ---..... ----.. ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1911020 BEFORE USE. _... _ r �* Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall buildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �i�.q� IYI��Qk' 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 ANS11nPlf 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 20801 Tampa, FL 36610 Job Truss Truss Type Qty Ply Rudy Vega T23802069 508208 A28 Piggyback Base 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:21:29 2021 Page 1 ID:OIR?uvPCrTEdiMbCgUSxELyQZsg-OhWQ?XJL3RId_aSdcMcu41 FWGew4ZvZjaNZsKNzKGQa 2-4-0 7-0-0 12.0-0 18-8-8 22-1-12 22r11r8 30-0.10 37-1-12 41-7-2 1 48-4-0 i 2.4.0 48.0 5-0.0 6-8-8 3-5-4 0-9-12 7-1-2 7-1-2 4.5-6 4-8.14 3x4 11 5x6 = 3x8 = 5x6 = 6.00 12 6 7 28 829 30 9 22 21 20 19 16 15 14 35 13 36 37 12 NOP2X STP — 7x8 = 3x4 11 5x8 = 5x6 = 5x10 = 4x6 = 6x6 = 5x8 = 3x4 '11 6x8 = Scale = 1:91.6 2-0-0 2-0 i 12-0-0 16-8-8 LX-0 22--" 2211-8 30-0-10 i 37-1-12 i 46-" i 2-0-0 9$-0 6-8-8 0-�3A�0 7-1-2 7-1-2 9-24 0-4-0 Plate Offsets (X,Y)— [4:0-3-0,0-3-01, [6:0-3-0,0-2-0), [9:0-3-0,0-2-0), [13:0-4-12,0-3-0), [14:0-3-0,0-3-0), [17:0-2-4,0-2-8), [18:0-2-4,0-3-0), [21:0-2-12,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.28 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.46 12-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.17 12 n/a n/a BCDL 10.0 Code FBC2020/iP12014 Matrix -MS Wind(LL) 0.23 19 >999 240 Weight: 366 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-3 oc purlins, BOT CHORD 2x4 SP No.2 `Except' except end verticals, and 2-0-0 oc purlins (3-4-2 max.): 6-9. 14-16,12-13,13-14: 2x4 SP SS BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. Except: WEBS 2x4 SP No.2 1 Row at midpt 7-17 10-0-0 oc bracing: 18-20, 15-17 WEBS 1 Row at micipt 3-22, 18-21, B-14, 8-13, 10-12, 6-18 REACTIONS. (size) 22=0-8-0, 12=Mechanical Max Horz 22=359(LC 10) Max Uplift 22=868(LC 12), 12=-746(LC 12) Max Grav 22=2347(LC 17), 12=2062(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-352/0, 2-3=268/36, 3-4=-3106/1249, 4-5=3483/1564, 5-6=3521/1759, 6-7=2614/1355, 7-8=2611/1356, 8-9=1367/835, 9-1 0=-1 563/876 BOT CHORD 1-22=0/307, 21-22=1206/2681, 5-18=-409/420, 17-18=-1058/2655, 7-17=-340/358, 13-14=-826/2016, 12-13=438/922 WEBS 2-22=282/382, 3-22=2856/1383, 3-21=34/385, 4-21=-732/506, 18-21=-1291/3008, 4-18=-93/344, 14-17=857/2044, 8-17=410/1096, 8-14=-338/324, 8-13=-1153/516, 9-13=-115/434, 10-13=-245/1048, 10-12=1983/959, 6-18=727/1421, 6-17=216/478 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=tiff; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 22-1-12, Exterior(2R) This item has been 22-1-12 to 30-7-9, Interior(1) 30-7-9 to 37-1-12, Exterior(2R) 37-1-12 to 45-7-9, Interior(1) 45-7-9 to 46-2-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by Lee, Julius, PE to the use of this truss component. using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. Printed copies Of this p 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the will fit between the bottom chord and any other members, with BCDL = IO.Opsf. signature must be verified 8) Refer to girder(s) for truss to truss connections. On any electronic Copies. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except 0=1b) 22=868, 12=746. Julius LeePE'N6.34669 10) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. MiTek USA, 1nc.'FL 6rt6634 6904 Parke East Blvd Tampa FL 33616 Date: May 3,2021 -.......... ----- - - - - -...— 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 only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not e a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall ■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rP/1 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 Rudy Vega T23802070 508208 A29 Piggyback Base 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905. 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:21:31 2021 Page 1 ID:OIR7uvPCrTEdiMbCgUSxELyQZsg-y3eAQDLbb3OLDtbOknfM9SKsISfs1 pHO2h2zPFzKGQY i 2-4-0 7-0-0 12-0.0 18-8-8 i 22-1-12 22r11[8 30-0.10 37-1-12 i 41-7-2 46-4-0 2-4-0 4-8-0 5-0.o 3.5-0 0.9-12 7-1-2 7-1-2 4-5-8 4-8-14 3x4 11 5x6 = 3x8 = 5x6 = 8.00 12 6 7 28 829 30 9 a Scale = 1:91.6 22 21 20 19 16 15 14 35 13 36 37 12 NOP2X STP = 6x8 = 3x4 11 5x8 = 4x6 = 5x10 = 6x8 = 4x8 = 6x6 = 5x8 = 3x4 11 2-0-0 i 2-0-0 12-0-0 , 18-8-8 19r0-0 22-8-0 ZI1A-0 30-0-10 37-1-12 46-0-0 ' 2-0-0 ' 9-8-03-0-0 03A 7-1-2 r 7-1-2 9.2-0 0-0-0 Plate Offsets (X,Y)—[4:0-3-0,0-3-01,[6:0-3-0,0-2-01,[9:0-3-0,0-2-01[13:0-4-12 03-0] [17:0-2-4 0-2-8] [18:0-240-3-0] [21:0-2-12 0-3-4] LOADING (psf) SPACING- 2-D-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.28 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -OA6 12-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.16 12 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -MS Wind(ILL) 0.23 19 >999 240 Weight: 366 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-3 oc purlins, BOT CHORD 2x4 SP No.2 *Except* except end verticals, and 2-0-0 oc purlins (3-4-2 max.): 6-9. 1-21,13-16,12-13: 2x4 SP SS BOT CHORD Rigid ceiling directly applied or 5-9-2 oc bracing. Except: WEBS 2x4 SP No.2 1 Row at midpt 7-17 10-0-0 oc bracing: 18-20, 15-17 WEBS 1 Row at midpt 3-22, 18-21, 8-14, 8-13, 10-12. 6-18 REACTIONS. (size) 22=0-8-0, 12=Mechanical Max Horz 22=359(LC 10) Max Uplift 22=868(1_C 12), 12=-746(LC 12) Max Grav 22=2347(LC 17), 12=2061(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-354/0, 2-3=290/31, 3-4=3105/1253, 4-5=3483/1564, 5-6=3520/1759, 6-7=-2613/1355, 7-8=2610/1356, 8-9=1366/835, 9-10=-1562/876 BOT CHORD 1-22=0/311, 21-22=1208/2679, 5-18= 409/420, 17-18=-1058/2654, 7-17=-340/358, 13-14=-825/2017,12-13=438/922 WEBS 2-22=-283/378, 3-22=2828/1390, 3-21=35/382, 4-21=-753/516, 18-21=-1273/2990, 4-18=-116/370, 14-17=860/2041, 8-17= 404/1087, 8-14=329/320, 8-13=1156/515, 9-13=115/434. 10-13=244/1047, 10-12=1982/959, 6-18=727/1422, 6-17=216/477 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 22-1-12, Exterior(2R) This item has been 22-1-12 to 30-7-9, Interior(1) 30-7-9 to 37-1-12, Exterior(2R) 37-1-12 to 45-7-9, Interior(1) 45-7-9 to 46-2-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck sealed by Lee, Julius, PE to the use of this truss component. Using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. Printed Copies Of this 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered 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 signed and sealed and the will fit between the bottom chord and any other members, with BCDL = 10.Opsf. signature must be verified 8) Refer to girder(s) for truss to truss connections. On any electronic copies. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 22=868. 12=746. Julius Lee PE Nd. 34869 10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. MiTak USA; Inc. FL cart 6634 6904 Parka,East Blvd. Tampa FL 33610 Dater May 3,2021 ® 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 Mrrek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and 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 M iTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rP/1 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 City Ply Rudy Vega T23802071 508208 A30 Piggyback Base 1 1 Job Reference (optional) Tibbetts Lumber Co, Palm Bay, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon May 3 16:22:07 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-VuhfSsbGSYoX6EBXUYQ-VzXR3EgdtFwX2v8L8XzKAGE i 7-0-0 12-0-0 18-8-8 22.1-12 22r11r8 30-0-10 37-1-12 44.5.0 i46-4-0 7-0-0 5-0-0 8-8-8 3-5-0 0-9-12 7 7-31 1-11 0 3x6 II 5x6 = 3x8 = 6.00 F12 5x6 = 12 Ir 4x6 _ 5x6 = 6x8 = 3x4 II 5x8 = 4x6 = 5x8 = 4x6 = 5x8 = 3x4 11 3x6 II Scale = 1:91.6 2-0-6 2-M 3-0-0 -E 28-00 22-01-8 307-0--120 37-1-12 474-35-0 464 72-3-080 0-5 -8-8 63-8 7-1-2 12-M-0-5-11-8 11-0 Plate Offsets (X,Y)- f4:0-3-0,0-3-01,[6:0-3-0,0-2-0j[9:0-3-8,0-2-41,[10:0-6-8,0-2-8j,[14:0-2-12,0-3-4l,fl8:0-2-8,0-2-8f, [19:0-2-4,0-2-121,f24:0-3.0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20,0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.18 18-19 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.33 18-19 >999 240 BCLL 0.0 Rep Stress Incr YES W3 0.98 Horz(CT) 0.14 12 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.20 18-19 >999 240 Weight: 373lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 SP No.2 2-0-0 oc pudins (3-6-7 max.): 6-9. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-7 oc bracing. Except: 1 Row at midpt 7-18 10-0-0 oc bracing: 19-21, 16-18 WEBS 1 Row at midpt 19-22, 8-18, 8-15, 8-14, 10-14, 10-13, 3-24, 11-12, 6-19 REACTIONS. All bearings 0-3-8 except (jt=length) 24=3-0-0, 12=Mechanical. (lb) - Max Horz 24=366(LC 12) MaxUplift All uplift 100 lb or less at joint(s) 25 except 24=937(LC 12), 12=-724(LC 12) Max Grav All reactions 250 lb or less at joint(s) 25 except 24=2176(LC 17), 12=1968(LC 18), 23=333(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 416/341, 2-29=-291/262, 3-29=279/330, 3-4=-2547/1329, 4-30=3124/1794, 5-30=3033/1806, 5-6=-3161/2039, 6-7=2396/1600, 7-31=2393/1601, 8-31=-2393/1601, 8-32=1293/1012, 9-32=-1293/1012, 9-33=1426/984, 10-33=1503/962, 10-11=535/306, 11-12=1986/1112 BOT CHORD 1-25=269/421, 24-25=-269/421, 23-24=1117/1774, 22-23=1117/1774, 5-19=-408/507, 19-34=1295/2424, 34-35=1295/2424, 18-35=129512424, 7-18=-350/473, 15-36=1018/1888, 14-36=1018/1888, 14-37=279/485, 13-37=279/485 WEBS 3-22=321/786, 4-22=935/706, 19-22=-1450/2481, 4-19=224/513, 15-18=-1059/1913, 8-18=-485/935, 8-15=292/383, 8-14=1081/589, 9-14=0/340, 10-14=620/1212, 10-13=1594/1162, 3-24=-2651/1529, 2-24=297/309, 11-13=1112/1902, 6-19=-791/1162, 6-18=323/539 This item has been NOTES- electronically signed and 1) Unbalanced roof live loads have been considered for this design. sealed by Lee, Julius, PE 2) Wind: ASCE 7-16; VuR=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift; Cat. using a Digital Signature. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 22-1-12, Exterior(2R) Printed this 22-1-12 to 28-1-12, Interior(1) 28-1-12 to 37-1-12, Exterior(2R) 37-1-12 to 43-1-12, Interior(1) 43-1-12 to 46-2-4 zone; cantilever left copies of and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 document are not considered 3) Building Designer Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to signed and sealed and the the use of this truss component. signature must be verified 4) Provide adequate drainage to prevent water ponding. On any electronic copies. 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 Julius Lee PE No WO will fit between the bottom chord and any other members, with BCDL = I O.Opsf. tfliTekafSA Inc. FLCent e-sm 7) Refer to girder(s) for truss to truss connections. 6604P,zrkeEastBivd.Tampa FL33610 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 25 except T=lb) NO: 24=937, 12=724. May 3,2021 9) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LO W"61 4qRpW9 parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 pp pp Tek° building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Add Moral 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 IYt� l fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?Plt 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 Rudy Vega T23802072 508208 A31 Piggyback Base 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:21:38 2021 Page 1 ID:Oj R?uvP C rTEd iM bCgU SxELyQZsg-FQZqucQyC uMZyeMeIH?xx72 WG 12Azi2fHErBLZKGQ R 6-0-0 12-0-0 18-8.8 22-1-12 2$11r8 30-0-10 37-1-12 , 39-7-1 4— ___1 6-0-0 Co. 6-8-8 3.5-0 0.9-12 7-1-2 2-5-5 6-8-15 3x6 I Scale = 1:91.4 Sx6 = 3x6 = 5x6 = 6.00 12 4.24 L12 I� N 22 21 20 19 16 15 14 32 13 12 33 11 46 — NOP2XSTP = 6x8 = 3x4 II 5x12 = 4x6 = 5x8 = 3x8 = 46 II 3x6 11 5x12 = 3x4 11 5-0.0 8 0 12-0-0 18-8.8 19 -0 22-8-0 22 30-0-10 37-1-12 39-7-1 46-4-0 %811 5-8-0 0-4-0 8-0-0 8.8.8 0- •8 3-8-0 0. -8 7-1-2 7-1-2 2-5-5 6-8-15 Plate Offsets (X Y)— [3:0-3-0 0-3-0], [5:0-3-0,0-2-0], [8:0-3-0 0-2-0], [9:0-5-12 0-2-8], [11:Edge,0-3-8] [12:0-3-8 0-1-8] [13:0-4-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(L-) -0.17 13-14 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.30 13-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.10 11 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MS Wind(LL) 0.15 17-18 >999 240 Weight: 377 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-12 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (3-9-9 max.): 5-8. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-9-13 oc bracing. Except: 1 Row at midpt 6-17 10-0-0 oc bracing: 18-20, 15-17 WEBS 1 Row at midpt 7-14, 7-13, 9-12, 10-11, 10-12 REACTIONS. (size) 22=0-8-0, 11=Mechanical Max Harz 22=404(LC 12) Max Uplift 22=1086(1_C 12). 11=-670(LC 12) Max Gram 22=2447(LC 17), 11=1846(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-947/513, 2-3=1783/622, 34=2595/1342, 4-5=2632/1576, 5-6=-2076/1318, 6-7=-207411320, 7-8=1153/876, 8-9=1320/945, 9-10=-1157/719, 10-11=-1703/1087 BOT CHORD 1-22=390/920, 21-22=514/406, 4-18=407/512, 17-18=-1042/2081, 6-17=-337/453, 13-14=-889/1698, 12-13=576/1037 WEBS 2-22=-2273/1660, 2-21=1228/2014, 3-21=-1203/950, 18-21=814/1737, 3-18=-502/781, 14-17=-925/1724, 7-17=299/703, 7-14=234/349, 7-13=-967/481, 8-13=-154/363, 9-13=-233/624, 9-12=9701707, 10-12=863/1560, 5-18=-457/776, 5-17=-393/626 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=6.Opsf; h=1511t; B=97ft; L=97ft; eave=11ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) G-0-0 to 6-0-0, Interior(1) 6-0-0 to 22-1-12, Exterior(21R) This item has been 22-1-12 to 28-1-12, Interior(1) 28-1-12 to 37-1-12, Exterior(2E) 37-1-12 to 39-7-1, Interior(1) 39-7-1 to 46-2-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck sealed by Lee, ,Julius, PE to the use of this truss component. using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. Printed COpleS Of this 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered 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 signed and sealed and the will fit between the bottom chord and any other members, with BCDL = 10.0psf. signature must be verified 8) Refer to girder(s) for truss to truss connections. On any electronic copies. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 22=1086, 11=670. JuliuiLee PENo UN9 10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Mi7ek,USA„Inca. FL cart 6634' 6904 Parke, East Blvd. Tampa FL 33610 Date: May 3,2021 --....... ........ ..... ---....-- -- - - -..__.._..---.._....... ....._....._.._._.._........ ......._..... _...... __......... ......_................__-._.......... _....._.......... --------- ® WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1%131.7473 rev. 5192020 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, notes a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall MOW i ek� 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 iVli l fabdca8on, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPN 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 Rudy Vega T23802073 508208 A32 Piggyback Base 1 1 Job Reference (optional) I Doers LUn1Der Company, ralm uay, rL - JZ`JUO, OAJU b Hpr ZU ZUZ I IVII I UK rnuubu lUb, If IU. IVIUI I wrdy J UO.Z I .Y 1 - I rdyU I ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-g?FyWeSsE7GwQQMxJtgiZZIWFU1 LNJvULETVIgzKGQO I 8-0-0 I 22-1-12 2$11r8 738-1-10 4211--7112-0-0 18-8-8 6-0-0 6.8.8 :1.1 46-0-0 I 3-5-4 Oj9-1'2 42-15 3x6 11 Scale = 1:90.2 5x6 — 3x8 = 5x8 = 4.24 L12 6.00 12 r 1 11 0 0 CS N 21 20 19 18 15 14 13 32 12 33 34 11 4x6 __ NOP2X STP = 6x8 = 3x4 11 5x12 = 6x6 = 48 = 6x6 = 3x6 11 5x12 = 3x4 11 5-8.0 6- 0 12-0-0 18-8-8 19 -0 22-8-0 22-11-8 30-6-9 38-1-10 48-4-0 5-8-0 0-0-0 8-0-0 8-8-8 0- -8 3-8-0 0- -8 7-7-1 7-7-1 8-2-6 Plate Offsets (X,Y)— [3:0-3-0 0-3-0], [5:0-3-0 0-2-01, [8:0-30 0-2-71, [13:0-2-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(L-) -0.20 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.32 11-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.11 11 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -MS Wlnd(LL) 0.14 16-17 >999 240 Weight: 366 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-4 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (3-8-5 max.): 5-8. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-6-10 oc bracing. Except: 1 Row at midpt 6-16 10-0-0 oc bracing: 17-19, 14-16 WEBS 1 Row at midpt 13-16, 7-13, 7-12, 8-12, 9-12, 10.11, 9-11 REACTIONS. (size) 21=0-8-0, 11=Mechanical Max Horz 21=442(LC 12) Max Uplift 21=1078(LC 12), 11=-677(LC 12) Max Grant 21=2457(LC 17), 11=1848(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=947/513, 2-3=17951661, 3-4=2612/1415, 4-5=2649/1662, 5-6=-2095/1373, 6-7=2093/1375, 7-8=10801824, 8-9=11781824 BOT CHORD 1-21=-390/920, 20-21=-499/368, 4-17=-407/543, 16-17=-1142/2087, 6-16=-380/521, 12-13=-961/1694, 11-12= 424/678 WEBS 2-21=-2284/1678, 2-20=1272/2025, 3-20=-1209/1003, 17-20=-925/1738, 3-17=-521/786, 13-16=-999/1694, 7-16=334/695, 7-13=207/353, 7-12=-1029/596, 9-12=-531/1168, 9-11=1735/1100, 5-17=514/773, 6-16=450/647 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 22-1-12, Exterior(2R) This item has been 22-1-12 to 30-6-9, Interior(1) 30-6-9 to 38-1-10, Exterior(2E) 38-1-10 to 46-2-4 zone; cantilever left and right exposed ;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Building Designer / Project engineer responsible for verifying applied roof live toad shown covers rain loading requirements specific sealed by Lee, Julius, PE to the use of this truss component. using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. Printed COpleS Of this 5) Al plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered 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 signed and sealed and the will fit between the bottom chord and any other members, with BCDL = 10.Opsf. signature must be Verified 8) Refer to girder(s) for truss to truss connections. On any electronic COPIeS. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except of=lb) 21=1078, 11=677. Julius Lie PE No-W69 10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Mrrok;ltSA, Ina FLCert 6634 0904 Parke East Blvd. Tampa EL33810 Date: May 3,2021 A WARNING - Verity 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 ��qq T building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IVI� tPi �° 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/17P11 Quality Criteria, DSB-89 and SCSI Building Component 6904 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 Rudy Vega T23802074 508208 A33 Piggyback Base 1 1 Job Reference o tional Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:21:43 2021 Page 1 ID:OjR7uvPCrTEdiMbCgUSxELyQZsg-cNMjxJU7m IWefjWJRIsAe_gtcHIDrDenoYycgZzKGQM 6i -0 12-0-0 1&8-8 22-1-12 2 17111 8 28-7-10 34-5-8 45.1.10 48-4-0 3-5-0 0-9.12 5-8-2 5-9-14 5.8-2 8-2-6 3x4 11 Scale = 1:90.2 _ 424 12 5x6 5x8 = 2x4 II 5x6 = 6.00112 0\ 0 d N 22 21 20 lgoxo 16 15 14 33 13 34 12 35 11 4x6 __ NOP2X STP = 6x8 = 3x4 11 3x4 11 4x6 = 5x8 = 4x6 = 3x6 11 3x6 II 5x12 = 5-8-0 6- 0 12-0-0 18-8-8 1 -0 22-8-0 22-11-8 28-7-10 34-5-11 40-1-10 46-0-0 5-8-0 0-4-0 8-0-0 63-8-0 0. -8 5-8-2 5-9-146-2-0 Plate Offsets (X,Y)—[3:0-3-0,0-3-01,[5:0-3-0,0-2-01,[7:0-4-0,0-3-01,[9:0-3-0,0-2-7],[13:0-4-0 0-3-01,[17:0-2-8,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.14 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.26 17-18 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(CT) 0.10 11 n/a rile BCDL 10.0 Code FBC20201TPI2014 Matrix -MS Wind(LL) 0.15 17-18 >999 240 Weight: 380 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-2 cc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 cc puffins (3-11-3 max.): 5-9. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-5-13 cc bracing. Except: 1 Row at midpt 6-17 10-0-0 oc bracing: 18-20, 15-17 WEBS 1 Row at midpt 7-14, 7-13, 8-13, 9-11 3, 9-12, 10-11, 10-12 REACTIONS. (size) 22=0-8-0, 11=Mechanical Max Horz 22=479(LC 12) Max Uplift 22=1070(1_C 12), 11=686(1_10 12) Max Grant 22=2468(LC 17), 11=1858(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-947/513, 2-3=1807/642, 3-4=2629/1397, 4-5=2666/1644, 5-6=2105/1344, 6-7=-2103/1345, 7-8=1425/999, 8-9=14251999, 9-10=-967%625, 10-11=-1738/1149 BOT CHORD 1-22=-390/920, 21-22=489/317, 4-18=-407/543, 17-18=-116912095, 6-17=-239/323, 13-14=-983/1749, 12-13=518/893 WEBS 2-22=2295/1661, 2-21=1253/2037, 3-21 =-1 214/1003, 18-21=-956/1738, 3-18=522/789, 14-17=1037/1833, 7-17=-399/741, 7-14=378/425, 7-13=-637/351, 8-13=-367/438, 9-13=715/1236, 9-12=10441840, 10-12=909/1588, 5-18=-524/768, 5-17=-310/569 NOTES - I) 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 22-1-12, Exterior(21R) This item has been 22-1-12 to 30-7-9, Interior(1) 30-7-9 to 40-1-10, Extedor(2E) 40-1-10 to 46-2-4 zone; cantilever left and right exposed ;C-C for members and forces s MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck sealed by Lee, Julius, PE to the use of this truss component. using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. Printed Copies of this 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not considered 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 signed and sealed and the will fit between the bottom chord and any other members, with BCDL = IO.Opsf. signature must be verified 8) Refer to girder(s) for truss to truss connections. On anyeleCtfOnICCOpleS. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 22=1070, 11=686. Julius Lee PE No. U869 10) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. MiTek USA, [no.,FLbertIli;34 6904 Parke East Blvd. Tampa FL33610 Data: May 3,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119,2020 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 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 wdh 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Rudy Vega T23802075 508208 A34 Piggyback Base 1 1 Job Reference o tional ,,wcu� ��uwm wu�Nany, rams oay, r� - �cwa, ci.4Su s iipr zU zuzl m1I eK Inaustrles, Inc. mon may 3 Ua:Z1:4b ZUZI Fage 1 ID:OIR?uvPCrTEdiMbCgUSxELyQZsg-Ym UTM?VN IMmMvl giYjvejPvDk5QgJ8P4GsRiuRzKGQK 6-0-0 12-0-0 18-8-8 22-1-12 2 11 8 29-3-10 35-9-8 42-1-10 48-4-0 6-0-0 6-0-0 6-8-8 3-5-40-9- 2 6-4-2 6-5-14 6-0-2 4-2-fi 3x6 11 4.2412 Scale = 1:90.2 5x6 — 5x8 = 2x4 II 5x6 = 6.00 12 I 0 d N 22 21 20 19 16 15 14 33 13 34 12 35 11 4x6 —_ NOP2X STP = 6x8 = 3x4 11 5x12 = 4x6 = 5x8 = 46 = 3x6 11 3x6 11 5x12 = 3x4 11 Plate Offsets (X,Y)— [3:0-3-0,0-3-0],[5:0-3-0,0-2-0] [7:0-4-0 0-3-0] [9:0-3-0 0-2-71 [13:0-4-0 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.15 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.27 1 7-1 8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.10 11 n/a n/a BCDL 10.0 Code FBC2020rTP12014 Matrix -MS Wind(LL) 0.15 17-18 >999 240 Weight: 383 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD WEBS REACTIONS. (size) 22=0-8-0, 11=Mechanical Max Horz 22=517(LC 12) Max Uplift 22=1061(1_C 12), 11=694(1_C 12) Max Grav 22=2473(LC 17), 11=1881(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-948/513, 2-3=1812/620, 3-4=-2635/1373, 4-5=2672/1620, 5-6=-2115/1321, 6-7=-2113/1322, 7-8=1341/900, 8-9=1341/900, 9-10=-679/437, 10-11=-1816/1143 BOT CHORD 1-22=-390/920, 21-22=479/266, 4-18=-407/543, 17-18=-1195/2091, 6-17=-297/401, 13-14=-984/1736, 12-13=373/638 WEBS 2-22=-2299/1646,2-21=1231/2042,3-21=-1215/1002,18-21=-98811733,3-18=-521/788, 14-17=-1030/1788, 7-17=417/707, 7-14=310/397, 7-13=-745/429, 8-13=-414/496, 9-13=-852/1461,9-12=1280/961,10-12=958/1656,5-18=-534/767,5-17=-345/598 Structural wood sheathing directly applied or 3-3-1 oc purlins, except end verticals, and 2-0-0 oc purlins (3-10.6 max.): 5-9. Rigid ceiling directly applied or 5-5-2 oc bracing. Except: 1 Row at micipt 6-17 10-0-0 oc bracing: 18-20, 15-17 1 Row at micipt 7-14, 7-13, 8-13, 9-13, 9-12, 10-11, 10-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 22-1-12, Exterior(2R) 22-1-12 to 30-7-9, Interior(1) 30-7-9 to 42-1-10, Exterior(2E) 42-1-10 to 46-2-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 22=1061,11=694. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No: W69 MiTak;USA "lnc. FL'Cert 6.634 6904 Parke East Blvd. Tampa FL 33610 Date: May 3,2021 ................. ....... _.-..... _...... _.......... ----._........................... -._.._._..----..__..._........._... -. ......... .._........_...---- ....... ......_.._ _....... - WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED FAITEK REFERENCE PAGE MII-7473 rev. 5119r2020 BEFORE USE. Design valid for use only with MTek0 connectors. This design is based only upon parameters shown, and Is for an individual building component, not e a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the i V6 R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPH 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 Rudy Vega T23802076 508208 A35 Hip 1 1 Job Reference (optional) I IDDenS LUmDer company, vaim bay, t-L - 6ZVUt., 8.43U s Apr 2U 2U21 Mi I eK Industries, Inc. Mon May 3 08:21:47 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-U8cDnhXdgzl48Lg4g8x6pq?ZXv7WnlgMjAwpzKzKGQI 7-0-0 12-D-0 16-8-8 i 21-0-0 i 27-6.9 3.4 0 4 40-7-11 44-0-0 7-0-0 5-0-0 4-8-8 4-3-8 6-6-9 6-5-11 6-7-7 3-8-5 5x6 5x6 5x8 = 2x4 II = 22 21 20 19 18 5x8 15 14 13 30 12 31 3x8 MT20HS 11 5x6 = 6x8 = 2x4 11 3x4 11 4x6 = 5x8 = 5x8 3.78 L12 Scale = 1:87.1 5x8 = 5x6 11 32 10 4x6 = 3x6 II 0 d N LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.79 BC 0.73 WB 0.97 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Udefl Lid -0.23 16-17 >999 360 -0.42 16-17 >999 240 0.15 10 n/a n/a 0.26 18 >999 240 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 385 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-10-11 oc purlins, 8-9: 2x6 SP No.2, 1-2: 2x4 SP SS except end verticals, and 2-0-0 oc purlins (3-3-4 max.): 5-8. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-2-2 cc bracing. Except: WEBS 2x4 SP No.2 1 Row at midpt 5-16 10-0-0 oc bracing: 17-19, 14-16 WEBS 1 Row at midpt 5-17, 6-16, 6-13, 6-12, 7-12, 8-12, 8-11. 9-11 2 Rows at 1/3 pts 9-10 REACTIONS. (size) 22=Mechanical, 10=Mechanical Max Horz 22=495(LC 12) Max Uplift 22=661(LC 12), 10=-792(LC 12) Max Grav 22=2216(LC 17). 10=2134(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-0288/1564, 2-3=3145/1638, 3-4=3592/2052, 4.5=3630/2264, 5-6=-2612/1678, 6-7=-1491/997, 7-8=1491/997, 8-9=699/453, 1-22=209511074, 9-10=-2075/1318 BOT CHORD 21-22=-812/458, 20-21=1965/3055, 4-17=-306/442, 16-17=-1592/2632, 5-16=118/256, 12-13=-1197/2014, 11-12=376/628 WEBS 2-21=-229/276, 3-20=913/696, 17-20=1946/3084, 3-17=-324/556, 5-17=-1011/1434, 13-16=-1249/2070, 6-16=706/1100, 6-13=370/460, 6-12=-1040/645, 7-12=-414/497, 8-12=-1074/1770,8-11=1556/1163,1-21=-1164/2629,9-11=-1158/1920 NOTES- 1) Unbalanced roof live loads have been considered for this design. This item has been 2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) G-1-12 to 6-1-12, Interior(1) 6-1-12 to 21-1-12, electronically signed and Exterior(21R) 21-1-12 to 29-7-9, Interior(1) 29-7-9 to 40-7-11, Exterior(2E) 40-7-11 to 44-2-4 zone; cantilever left and right exposed sealed by Lee, Julius, PE ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 using a Digital Signature. 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific Printed copies of this p to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. document are not Considered 5) All plates are MT20 plates unless otherwise indicated. Signed and sealed and the 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' signature must be Verified 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 on an electronic copies. S. will fit between the bottom chord and any other members, with BCDL = I O.Opsf. y 8) Refer to girder(s) for truss to truss connections. Julius Lee PE No.34869 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) MiTek_OSk inc. Fl Cart 6634' 22=661, 10=792. 6904 Parke East Blvd. Tampa FL33610 10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Date: May 3,2021 ®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 M7ek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 �'1'e�' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city Ply Rudy Vega T23802077 508208 A36 Hip 1 1 Job Reference (optional) I IDDeILs LUmDer Company, t-alm clay, FL - 3ZeUb, t3.46U 5 Apr zu zuzl full I eK maustrles, Inc. mon may 3 utf:2T:bu 2U21 Page 1 ID:Oj R1uvPCrTEdi MbCq USxELyQZsg-vj HM PjZW 7uPf?oYfLGUpQTd5p678_0 BpP88TZfzKGQ F 7-0.0 7-12-0.0 16-8-8 19-0-0 210-11-8 7-0.9 27-10-5 34-10-15 1 41-9-12 44-4-0 0.0 5-0-0 48-8 2-1 -11-8 6.10-13 6-10-13 21 W1d 5x6 = 2x4 5x8 = 5x6 2x4 I I Sx6 378 112 Scale = 1:83.5 4x6 0 8 = 23 22 21 20 19 5x16 15 14 32 13 33 12 11 3xB MT20HS 11 4x6 = 6x8 = 2x4 11 3x4 11 5x6 = 6x8 = 4x6 = 3x6 11 5x8 = 7-0-0 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-D-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.72 BC 0.80 WB 0.98 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Udefl Ud -0.23 17-18 >999 360 -OA3 17-18 >999 240 0.16 11 n/a n/a 0.26 17-18 >999 240 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 382 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except* TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins, 1-2: 2x4 SP SS except end verticals, and 2-0-0 oc purlins (3-2-8 max.): 5-9. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-2-5 oc bracing. Except: WEBS 2x4 SP No.2 1 Row at midpt 6-17 10-0-0 oc bracing: 18-20, 15-17 WEBS 1 Row at midpt 14-17, 7-17, 7-14, 7-13, 8-13, 9-13, 9-12, 10-12. 5-18 2 Rows at 1/3 pts 10-11 REACTIONS. (size) 23=Mechanical, 11=Mechanical Max Horz 23=466(LC 12) Max Uplift 23=668(LC 12), 11=785(1_C 12) Max Grav 23=2192(LC 17), 11=2095(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-0248/1585, 2-3=3102/1661, 3-4=3526/2059, 4-5=-3554/2235, 5-6=-2833/1782, 6-7=-2831/1783, 7-8=1511/971, 8-9=1511/971, 9-10=-446/277, 1-23=-2072/1086, 10-11=-2111/1266 BOT CHORD 22-23=-781/434, 21-22=1951/2995, 4-18=-284/380, 17-18=-1716/2789, 6-17=331/431, 13-14=1263/2128, 12-13=281/465 WEBS 2-22=-229/279, 2-21=251/238, 3-21=887/695, 18-21=-1940/3025, 3-18=-278/538, 5-17=163/445, 14-17=1305/2160, 7-17=753/1143, 7-14=-364/459, 7-13=-1111/695, 8-13=-445/527, 9-13=1162/1930, 9-12=1704/1241, 1-22=1181/2592, 10-12=1173/1998, 5-18=941/1354 NOTES- This item has been 1) Unbalanced roof live loads have been considered for this design. electronically signed and 2) Wnd: ASCE 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; sealed by Lee, Julius, PE Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) G-1-12 to 6-1-12, Interior(1) 6-1-12 to 19-0-0, using a Digital Signature. Exterior(2R) 19-0-0 to 27-5-13, Interior(1) 27-5-13 to 41-9-12, Exterior(2E) 41-9-12 to 44-2-4 zone; cantilever left and right exposed Printed copies of this ;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 document are not considered to the use of this truss component. signed and sealed and the 4) Provide adequate drainage to prevent water ponding. signature must be Verified 5) All plates are MT20 plates unless otherwise indicated. On any electronic copies. 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 Julius Lee PE No. U869 will fit between the bottom chord and any other members, with BCDL = 10.Opsf. MiTek USA, Inc.pL`Cart6634 8) Refer to girder(s) for truss to truss connections. 6904 Parke East Blvd. Tampa FL 33610 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) Date: 23=66B,11=785. Mav 3.2021 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 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 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 ANS11rP11 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 Rudy Vega T23802078 508208 A37 Roof Special 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:21:51 2021 Page 1 ID:Oj R?uvPCrTEdiMbCgUSxELyQZsg-Nwrkd3a8uCXWdy7sv_?2zg9H6WQJjrUyeou165zKGQE 6 0-0 12-0-0 17-0-0 23-5-1 29-11-15 36-6-12 42-11-13 44 4-0 6-0-0 6-0-0 5-0-0 6-5-1 6-6-13 6-6-13 6-5-1 3Apjg— 1:79.4 4x6 5x6 = 3x8 = 5x6 = 4x8 = 5x6 = r � d d' d, 3x4 17 16 22 23 15 24 14 25 13 26 12 27 11 10 6x12 MT20HS = 6x6 = 5x8 = 2x4 I I 5x8 = 2x4 11 6x8 = 4x6 11 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020lrP12014 CSI. TC 0.69 BC 1.00 WB 0.98 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl L/d -0.25 15-16 >999 360 -0.42 15-16 >999 240 0.14 10 n/a n/a 0.20 14 >999 240 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 339 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-3 cc purlins, BOT CHORD 2x4 SP No.2 `Except* except end verticals, and 2-0-0 cc purlins (3-4-11 max.): 4-8. 16-17: 2x4 SP SS BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 3-15, 5-15, 5-13, 6-13, 7-13, 8-11, 2-17, 9-11 2 Rows at 1/3 pts 7-11, 9-10 REACTIONS. (size) 17=Mechanical, 10=Mechanical Max Horz 17=432(LC 12) Max Uplift 17=681(LC 12), 10=-782(LC 12) Max Grav 17=2227(LC 17), 10=2155(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-364/221, 2-3=3294/1707, 34=2823/1602, 4-5=2472/1510, 6-6=-2227/1300, 6-7=-2227/1300, 8-9=258/139, 1-17=322/262, 9-10=2118/1164 BOT CHORD 16-17=-1957/2930, 15-16=1798/2826, 14-15=-1490/2572, 13-14=149012572, 12-13=-858/1475, 11-12=858/1475 WEBS 3-16=-78/331, 3-15=607/549, 4-15=384/943, 5-15=395/87, 5-14=01369, 5-13=618/432, 6-13=380/368, 7-13=778/1321. 7-12=0/401, 7-11=-2178/1267, 8-11 =-1 85/275, 2-17=3084/1543, 9-11 =1 156/2038 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extericr(2E) 0-1-12 to 5-11-3, Interior(1) 5-11-3 to 17-0-0, This item has been Exterior(2R) 17-0-0 to 25-5-13, Interior(1) 25-5-13 to 42-11-13, Exterior(2E) 42-11-13 to 44-2-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by Lee, Julius, PE to the use of this truss component. using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. Printed Copies Of this 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered 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 signed and sealed and the will fit between the bottom chord and any other members, with BCDL = 10.0psf. signature must be Verified 8) Refer to girder(s) for truss to truss connections. Oft any electronic copies. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 17=681. 10=782. Julius Lee PE Nd_ 34869 10) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. MiTek USA Inc. FLCerte634' 69e4 P.ark$East Blvd. Tampa FL3361e Date: May 3,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED hA1TEK REFERENCE PAGE MI1-7473 rev. 5/19:2020 BEFORE USE. Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not -° a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - pp /�¢ e' building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing dV1� lTeM1° is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrica0on, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/I 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 Rudy Vega T23802079 508208 A38 Roof Special 1 1 Job Reference (optional) ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:21:53 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-JlzV1kcOQpnEsGHE002W25FY3J7sBnbF66NBA zKGQC 7-0.0 15-0-0 22-2-4 291136-10-4 44-1-14 44 0 7-0-0 8-0-0 7-2-4 7-4-0 7-4-0 7-3-10 0-2-2 5x6 5x6 = 2x4 11 5x8 = 2x4 11 Scale= 1:78.2 5x6 = 14 13 12 21 11 22 10 23 9 24 8 3x8 MT20HS 11 5x6 = 5x6 = 3x8 = 5x6 = 6x8 = 4x6 11 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.98 BC 0.93 WB 0.81 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl L/d -0.24 11-12 >999 360 -0.43 11-12 >999 240 0.12 8 n/a n/a 0.21 11 >999 240 PLATES GRIP MT20 244/190 MT20HS 1871143 Weight: 291 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-3: 2x4 SP SS 2-0-0 oc pudins (2-2-0 max.): 3-7. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 2-12, 4-11, 5-9, 6-9, 7-9, 7-8 REACTIONS. (size) 14=Mechanical, 8=Mechanical Max Horz 14=399(LC 12) Max Uplift 14=688(LC 12), 8=776(LC 12) Max Grav 14=2178(LC 17), 8=2117(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3260/1254, 2-3=2942/1222, 3-4=2805/1259, 4-5=-2805/1259, 5-6=-1559/662, 6-7=-1559/662, 1-14=2064/877, 7-8=1965/949 BOT CHORD 13-14=-557/345, 12-13=1484/2970, 11-12=-1175/2555, 10-11 =-1 061/2484, 9-10=-1061 /2484 WEBS 2-13=-214/256, 2-12=-463/362, 3-12=99/560, 3-11 =1 30/576, 4-11=-471/422, 5-11=-304/495, 5-10=0/405, 5-9=1424/627, 6-9=-483/416, 7-9=1006/2374, 1-1 3=-961/2657 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 15-0-0, Exterior(2R) 15-0-0 to 23-5-13, Interior(1) 23-5-13 to 44-2-4 zone; cantilever left and right exposed ;C-C for members and forces & This item has been 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 electronically signed and to the use of this truss component. Sealed by Lee, Julius, PE 4) Provide adequate drainage to prevent waterponding. using a Digital Signature. 5) All plates are MT20 plates unless otherwise indicated. Printed COPIeS Of this 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 document are not considered will fit between the bottom chord and any other members, with BCDL = 10.Opsf. signed and sealed and the 8) Refer to girder(s) for truss to truss connections. signature must be verified 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except (it=lb) on anYli electronic copies. 14=688,8=776. 10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Julius tea PENo. WO MiTek USA,Jnc: FL Cort 6634 6864 Parka East Blvd. Tampa F.L 33610 Dater May 3,2021 ----....... -- ® WARNING -Verify design parameters and RFAO NOTES ON THIS AND INCLUDED hAITEK REFERENCE PAGE MII•i473 rev. 5/1 9j202D BEFORE USE. ------... --........................................ --- -- y 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 ANS17rP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 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 Rudy Vega T23802080 508208 A39 Half Hip 1 1 Job Reference (optional) t,00ens LUMDer company, ralm tray, rl_ - azauo, 7-0-0 6-0-0 4x6 6.43U S Apr 2U 2U21 MI I eK Industries, Inc. Mon May 3 08:21:54 2021 Page 1 7-10-0 7-11-12 Scale = 1:78.2 5x8 2x4 11 5x8 = 2x4 II 5x6 = 14 13 12 23 11 24 10 25 9 26 8 3x8 MT20HS 11 5x6 = 5x6 = 3x8 = 5x6 = 6x8 = 4x6 11 7-0-0 , 13-0-0 , 20-8-4 28-64 36-4-4 44-4-0 , LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.96 BC 0.85 WB 0.78 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl Ud -0.25 11-12 >999 360 -0.46 11-12 >999 240 0.11 8 n/a n/a 0.22 11 >999 240 PLATES MT20 MT20HS Weight: 279 lb GRIP 2441190 187/143 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals, and 3-5: 2x4 SP SS 2-0-0 oc pudins (2-2-0 max.): 3-7. BOT CHORD 2x4 SP SS *Except* BOT CHORD Rigid ceiling directly applied or 4-11-1 oc bracing. 12-14: 2x4 SP No.2 WEBS 1 Row at midpt 7-8, 5-9, 7-9 WEBS 2x4 SP No.2 REACTIONS. (size) 8=Mechanical, 14=Mechanical Max Horz 14=346(LC 12) Max Uplift 8=766(LC 12), 14=697(LC 12) Max Grav 8=2091(LC 17), 14=2160(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3202/1270, 2-3=3018/1294, 3-4=3128/1399, 4-5=3128/1399, 5-6=-1839/774, 6-7=-1839/774, 7-8=1931/935, 1-14=2037/894 BOTCHORD 13-14=-516/358, 12-13=1423/2891, 11-12=-1216/2634, 10-11 =-1 217/2867, 9-10=-1217/2867 WEBS 2-12=-305/283, 3-12=101/481, 3-11=257/836, 4-11=508/457, 5.11=-252/364, 5-10=0/422, 5-9=1430/625, 6-9=515/440, 7-9=1061/2529, 1-13=-935/2567 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 13-0.0, Exterior(21R) 13-0-0 to 21-5-13, Interior(1) 21-5-13 to 44-2-4 zone; cantilever left and right exposed ;C-C for members and forces & This item has been 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 electronically signed and to the use of this truss component. sealed by Lee, Julius, PE 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) All plates are MT20 plates unless otherwise indicated. 6) This Printed copies of 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 document are not considered will fit between the bottom chord and any other members, with BCDL=10.opsf. signed and sealed and the 6) Refer to girder(s) for truss to truss connections. signature must be Verified 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) on an electronic 8=766, 14=697. Y copies. 10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Julius LeaPE'No. U869 MITek?tiSA fnc._FL'Certse34 6904 Parke Ear Blyd Tampa 1`03610 Dater May 3,2021 ----..._._.._....... ... ............ -.... —.---._....._._..-.......-................... -........ ----- ... _.................. ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED FdITEK REFERENCE PAGE MII.7473 rev. 6/19r2020 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. Add'dional temporary and permanent bracing '��° is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rPl1 Duality Criteria, DSB-89 and Bost Building Component SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qly Ply Rudy Vega T23802081 508208 A40 Half Hip 1 1 Job Reference o tional I lbbettS Lumber company, Palm bay, FL - 329Ub, b.43U s Apr Zu ZUZ1 mi I eK Inauslfles, Inc. man may 3 Ub:Z1:Db zuzi rage 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-gGmN5SOCELPW219Cpyehl9yPLKuZs3f FO4vsBzKGQ7 i 7-0-0 11-0-0 17-7-5 24-2-10 30-9-14 37-5-3 i 44-4-0 i 0 4-0-0 6-7-5 6-7-5 6-7-5 6-7-5 6-10-13 Scale = 1:78.2 5x6 2x4 11 5x6 = 3x4 5x6 = 5x6 = = 16 15 1413 25 12 26 27 11 28 29 10 30 9 3x8 MT20HS 11 5x6 = 3x8 MT20HS = 3x10 = 6x12 MT20HS = 6x8 = 4x6 11 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.37 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.67 11-12 >790 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.12 9 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -MS Wind(LL) 0.26 11-12 >999 240 Weight: 272 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-3-4 oc purlins, 1-3: 2x4 SP SS except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 3-8. BOT CHORD 2x4 SP SS 'Except' BOT CHORD Rigid ceiling directly applied or 5-0-3 oc bracing. 13-16,9-10: 2x4 SP No.2 WEBS 1 Row at midpt 8-9, 5-12, 6-10, 8-10 WEBS 2x4 SP No.2 REACTIONS. (size) 9=Mechanical, 16=Mechanical Max Harz 16=292(LC 12) Max Uplift 9=757(LC 12), 16=706(LC 12) Max Grav 9=2055(LC 17), 16=2130(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3143/1286, 2-3=3035/1362, 3-4=3408/1528, 4-5=-3408/1528, 5-6=-3298/1357, 6-7=-1849/770, 7-8=1849/770, 8-9=1935/911, 1-16=2007/908 BOT CHORD 15-16=-467/352, 14-15=1366/2814, 12-14=-1246/2665, 11-12=-1516/3447, 10-11=1261 /2926 WEBS 3-14=129/352, 3-12=398/1137, 4-12=426/401, 5-11=-363/354, 6-11=-216/829, 6-10=-1519/706,7-10=-437/383,8-10=1060/2557,1-15=-913/2496 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 11-0-0, Exterior(2R) 11-0-0 to 19-5-13, Interior(1) 19-5-13 to 44-2-4 zone; cantilever left and right exposed ;C-C for members and forces & This item has been 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 electronically signed and to the use of this truss component. sealed by Lee, Julius, PE 4) Provide adequate drainage to prevent waterponding. using a Digital Signature. 5) All plates are MT20 plates unless otherwise indicated. Printed COpleS Of this 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 document are not considered Will fit between the bottom chord and any other members, with BCDL =1 O.Opsf. signed and sealed and the 8) Refer to girders) for truss to truss connections. Signature must be Verified 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) on an electronic copies. y p 9=757, 16=706. 10) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Julius Lea PE No.34869 w lt*,,U3A, lnc: FLbart 6634' 6904 Parke East Bivd; TarnpafL33610 DOOR May 3,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED PAITEK REFERENCE PAGE 1011.7473 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 ANS11rPl1 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 Rudy Vega T23602082 508208 A41 Half Hip 1 1 Job Reference (optional) ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:22:00 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-cfu8V7hnmzfECKJaxNg9ga1 nc8cl KykHjiZ?w4zKGQ5 i 4-7-12 9-0.0 i 16-0-2 23-0-3 30-0-5 37-0-6 44-4-0 4-7-12 4 4-4 7-0-2 7-0-2 7-0-2 7-0.2 7-3-10 2x4 56 = 6.00 F 12 3x4 = 5x6 = 3x4 = 5x6 = Scale = 1:78.0 3x4 11 15 14 23 13 12'4 25 26 11 27 28 10 g 6x12 MT20HS = 3x8 = 3x8 MT20HS = 3x4 = 5x8 = 35-3-6 5x8 = 6x6 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.83 BC 0.57 WB 0.78 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Udefl Lid -0.34 11-12 >999 360 -0.64 11-12 >832 240 0.17 9 n/a n/a 0.33 11-12 >999 240 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 250lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-14 cc purlins, BOT CHORD 2x4 SP SS except end verticals, and 2-0-0 cc purlins (2-5-6 max.): 3-8. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-0-10 cc bracing. WEBS 1 Row at midpt 2-15, 4-14, 6-10 2 Rows at 1/3 pts 7-9 REACTIONS. (size) 9=Mechanical, 15=Mechanical Max Horz 15=238(LC 12) Max Uplift 9=750(1_C 12), 15=713(LC 12) Max Grav 9=1978(LC 17), 15=2086(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-285/133, 2-3=3048/1340, 3-4=2670/1244, 4.5=3902/1711, 5-6=-3852/1608, 6-7=-2584/1053, 1-15=255/176 BOT CHORD 14-15=-1317/2509, 12-14=1724/3748, 11-12=-1772/4007, 10-11=151013480, 9-1 0=-954/21 98 WEBS 2-14=-28/416, 3-14=311/1038, 2-15=2805/1247, 4-14=-1439/611, 4-12=11/538, 5-12=-261/157, 5-11=311/306, 6-11 =1 85/699, 6-1 0=1 299/663, 7-10=-377/1348, 7-9=-2746/1191 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 9-0-0, Exterior(2R) 9-0-0 to 17-5-13, Interior(1) 17-5-13 to 44-2-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for This item has been 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 electronically signed and to the use of this truss component. sealed by Lee, Julius, PE 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) All plates are MT20 plates unless otherwise indicated. Printed Copies Of this 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 document are not considered will fit between the bottom chord and any other members, with BCDL = I O.Opsf. Signed and Sealed and the 8) Refer to girder(s) for truss to truss connections, signature must be Verified 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) on an electronic copies. 9=750,15=713, y 10) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Julius LiePE;No;U869 MiTek;USA, Inc: FLCert8634' 8904 P.atke East Blvd. Tampa FL 33610 Dater May 3,2021 .........................................- --------- ...................... _... --- WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED Ff,ITEK REFERENCE PAGE MII-7473 rev. 6/19C2020 BEFORE USE. —-...... _... ....... - -._... --............ ........ --- Design valid for use only with MT&D 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 ANSUTPH 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 Rudy Vega T23802OB3 508208 A42 Hag Hip 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8A30 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:22:01 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-4rSWjTiPXGn5gUunU4BONna_QYv_3QdQxMJZS WzKGQ4 2-4 9-0-0 15-2-1 21-43 27-8-4 33-8-s 39-10.7 46-4-0 2-4.0 6.8.0 12-1 6-2-1 6-2-1 6-2-1 6.2.1 6-59 54 = 6.00 Scale = 1:78.7 3x6 = 5x6 = 3x6 = 5x6 = 3x6 = 3x4 II A 15 14 13 12 11 10 4x6 = 3x10 11 6x8 = 7x8 = 4x4 = 7x8 = 44 = 6x6 NOP2X STP = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020frP12014 CSI. TC 0.70 BC 0.72 WB 0.74 Matrix -MS DEFL. in (loc) Vdefl L/d Vert(LL) -0.30 13 >999 360 Vert(CT) -0.61 12-13 >859 240 Horz(CT) 0.14 10 n/a n/a Wind(LL) 0.41 13 >999 240 PLATES GRIP MT20 244/190 Weight: 286 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purlins, BOT CHORD 2x6 SP No.2 except end verticals, and 2-0-0 oc purlins (2-4-11 max.): 3-9. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-4 cc bracing. WEBS 1 Row at micipt 4-15, 7-11, 8-10 REACTIONS. (size) 10=Mechanical, 16=0-8-0 Max Horz 16=243(LC 12) Max Uplift 10=736(LC 12), 16=-888(LC 12) Max Grav 10=1749(LC 1), 16=1946(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2552/1180, 3-4=2189/1131, 4-5=3710/1823, 5-6=-4240/1996, 6-7=-3818/1760, 7-8=2467/1129 BOTCHORD 15-16=253/325, 14-15=1791/3541, 13-14=-2045/4198, 12-13=-1999/4183, 11-12=1647/3496, 10-11=1022/2136 WEBS 2-16=-1802/1224,2-15=991/2034,3-15=208/799,4-15=-1719/818,4-14=-145/638, 5-14=-682/335, 6-12=573/376, 7-12=236/670, 7-11 =1 400/724, 8-11=-402/1154, 8-10=-2595/1237 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 9-0-0, Exterior(2R) 9-0-0 to 17-5-13, Interior(1) 17-5-13 to 46-2-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. electronically Signed and 4) Provide adequate drainage to prevent waterponding. Sealed by Lee, Julius, PE 5) All plates are MT20 plates unless otherwise indicated. Using a Digital Signature. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' Printed COpIBS Of this 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 document Will fit between the bottom chord and any other members. are not Considered 8) Refer to girder(s) for truss to truss connections. Signed and Sealed and the 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) signature must be verified 10=736, 16=888. 10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. On any electronic copies. Julius Lea PE No. 34869 Mliak 11SQ, Inc.FLCart8634 6904 Parke East Blvd. Tampa FL 33610 Data; May 3,2021 - ® 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 MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not .truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall pA� 1 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 7Y1T ��' 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, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty ply Rudy Vega T23802084 508208 A43 Half Hip Girder 1 Job Reference (optional) i IDDeas LUn1Der L ompany, valm tsay, M - 32`JUb, ".4su s Apr zu zuzi mi i eK Inaustnes, Inc. mon may 3 U6:zz:U6 zuzi rage 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-N BN9BlnouQg59Zw7P2p19GMFMMFJCdASYxVQBczKGPz i 2-0-0 7-0-0 13-415 19-11.9 26.6.4 i 33-0-15 39.7-9 46-0-0 i r 2-4-0 r 4-6-0 tt, 6811 6-6-11 6-6-11 6-6-11 6-8-7 Scale = 1:78.9 NAILED _82��30 NAILED NAILED NAILED NAILED NAILED NAILED Special NAILED NAILED NAILED NAILED NAILED Special 6x6 = 6.00 2x4 II 7x8 = 2x4 II 7x8 2x4 II 5x6 = 12 NAILED NAILED NAILED NAILED NAILED NAILED 3 191 p �4 23 ��4 25 7 5 8 �31 32 3 � 7 �, 35 R, 36 ,�_ 83 38 39 40 M I I `I' •I flit•alit•i111"%�,L�ili�iliYilit-alit_ilia\%,I,�iL�ili�lt,�ilit_ilit•ilil�i�iliteit•iliti. 17 16 41 42 15 43 44 45 46 14 47 48 49 13 50 51 52 12 53 54 11 55 56 57 58 10 4x6 = 2x4 II 4x6 = NAILED 8x8 = 2x4 II NAILED 6x8 = NAILED 2x4 II 6x8 = NAILED 3x6 II NOP2X STP= Special NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED Plate Offsets (X,Y)- [1:Edge,0-0-81, [3:0.3-0,0-2-71, [5:0-4-0,0-4-81, [7:0-4-0,0-4-8), [13:0-4-0,Edge), [15:0-4-0,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(L-) -0.35 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.71 13-14 >744 240 BCLL 0.0 Rep Stress Incr NO WB 0.63 Horz(CT) 0.16 10 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -MS Wind(LL) 0.60 13-14 >881 240 Weight: 551 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 `Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 1-3: 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (5-2-2 max.): 3-9. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 10=Mechanical, 17=0-8-0 Max Horz 17=184(LC 8) Max Uplift 10=1670(LC 8), 17=-1576(LC 8) Max Grav 10=3044(LC 36), 17=2955(LC 36) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3852/1921, 34=6819/3568, 4-5=6816/3565, 5-6=8829/4628, 6-7=-8829/4628, 7-8=-4701/2512, 8-9=-4701/2512, 9-10=2886/1645 BOT CHORD 15-16=1785/3437, 14-15=4471/8545, 13-14=-4471/8545, 12-13=393117471, 11-12=-3931/7471 WEBS 2-17=-2889/1546, 2-16=1718/3477, 3-16=-630/469, 3-15=-2036/3894, 4-15=722/612, 5-15=-1974/1027, 5-14=0/348, 5-13=220/346, 6-13=637/556, 7-13=-791/1539, 7-12=0/335, 7-11=3139/1608, 8-11=700/617, 9-11=2805/5247 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. This item has been 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. electronically signed and 3) Unbalanced roof live loads have been considered for this design. Sealed by Lee, Julius, PE 4) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; using a Digital Signature. Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Printed copies of this 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. document are not considered 6) Provide adequate drainage to prevent water ponding. signed and Sealed and the 7) All plates are MT20 plates unless otherwise indicated. Signature must be verified 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `This On any electronic copies. 9) 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. Julius Lee PE NO.34869 10) Refer to girder(s) for truss to truss connections. MiTsk;US41Inc.,FL Cart6.634 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6904 Parke East Blvd. Tampa FL 33610 10=1670, 17=1576. Date: 12) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. May 3,2021 13) "NAILED" indicates 3-1Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. - n _... ----—...._�.—--._...._.._...._._..-- ---._...------- ---._...._........__.....-- -.... -- Contfnued-on page 2- ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MATEK REFERENCE PAGE Ml1-7473 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 property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Ni iTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIIFP/1 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 Rudy Vega T23802084 508208 A43 Half Hip Girder 1 n Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:22:08 2021 Page 2 I D:Oj R?uvP CrTEd iM bC gUSxELyQZsg-N B N9 Btnou Qg59Zw7 P2p19 GMFM MFJCdASYxVQ BczKG Pz NOTES- 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 278 lb down and 251 lb up at 7-0-0, and 333 lb down and 282 lb up at 45-0-12 on top chord, and 265 lb down and 101 lb up at 7-0-0 on bottom Chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-9=60, 10-18=20 Concentrated Loads (lb) Vert: 3=56(F) 16=1(F) 7=-46(F) 12=12(F) 21=46(F) 22=46(F) 23=46(F) 24=46(F) 26=46(F) 27=-46(F) 28=46(F) 29=-46(F) 30=46(F) 31=-46(F) 32=-46(F) 34=-46(F) 35=-46(F) 36=-46(F) 37=46(F) 38=81(F) 39=18(F) 40=333(F) 41=12(F) 42=12(17) 43=12(F) 44=12(F) 45=12(17) 46=12(F) 47=12(F) 48=12(F) 49=12(F) 50=12(F) 51=12(F) 52=12(F) 53=12(F) 54=12(F) 55=12(F) 56=27(1`) 57=94(17) 58=39(1`) ®WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-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 property incorporate this design Into the overall pp�q building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iY6iTek� i5 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 ANSI/TPII 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 Rudy Vega T23802085 508208 B1 HIP GIRDER 1 Job Reference (optional) I IDDeUS LUn1Der L.ompany, ralm nay, rL - 3Z'JUo, IJAJU S Apr;du zuzi mi I eK InaustrieS, Inc. mon may J u6:zz:zi zuzl rage 1 ID:OI R?uvP CrTEd iM bCgU SxE LyQZsg-Vhf4vJxygQJ FDZQdfHY4B? P VkcgalXeNYT9c9MzKGPm I 2-4-0 7.0-0 10-4-0 15-&0 21-0-0 26-4-0 31-8-0 35-0.0 39-8-0 42.0-0 2-43-0-0 "1 5-4.0 5-0-0 3-0 4� 2-4 0 Scale = 1:71.3 Special NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 6x6 2x4 11 4x8 = 7x8 = 4x8 = 2x4 11 Special 6.00 12 NAILED NAILED NAILED NAILED 6x6 —_ 3 ,�7 4 ,g8 29 N a15 X 'p 6 i` 7 V g 38 ;P 8 AP 9 r I MINE+ r III��ni�ai�iliPl�ip�ili�f i4l�ili��%1111t•IIi�Oi��111 - - .. M -I 20 2x4 II 19 41 18 42 43 4417 45 46 16 47 48 1549 3x6 = 4x4 6x8 = NAILED 5x6 = NAILED 3x8 NAILED 5x6 = NOP2X STP = Special NAILED NAILED NAILED NAILED NAILED NAILED NAILED THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. L'i 50 51 14 52 13 NAILED NOP2XSTP = 4x4 = 6x8 — Special NAILED NAILED �J 12 NOP2X STP = 2x4 11 3x6 = 42-M LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.06 17 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.12 16-17 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.48 Horz(CT) 0.03 14 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.09 17 >999 240 Weight: 498 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 3-6,6-9: 2x6 SP No.2 2-0-0 oc puriins (6-0-0 max.): 3-9. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 20=0-8-0, 14=0-8-0, 12=0-8-0 Max Horz 20=152(LC 6) Max Uplift 20=947(LC 8), 14=2217(LC 8), 12=-779(LC 33) Max Grav 20=1730(LC 36), 14=3641(LC 36), 12=186(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2051/1013, 3-4=2579/1375, 4-5=2576/1372, 5-6=-2182/1194, 6-7=-2182/1194, 7-8=1105/2366, 8-9=1103/2367, 9-10=372/1345 BOT CHORD 18-19=-776/1859, 17-18=1371/2930, 16-17=1371/2930, 15-16=139/433, 14-15=-139/433, 13-14=1149/472 WEBS 2-20=-1656/942, 2-19=886/1833, 3-19=317/218, 3-18=-602/1173, 4-18=-468/404, 5-18=-409/219, 5-17=0/298, 5-16=868/432, 6-16=497/435, 7-16=-1075/2117, 7-15=0/294, 7-14=-3288/1674, 8-14=453/409, 9-14=1738/1195, 9-13=-448/422, 10-1 3=1 107/460, 10-12=259/693 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l lft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch right exposed; 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 to the use of this truss component. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 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 at=lb) 20=947, 14=2217, 12=779. 11) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. col, u--._.._.........-.....-..._......---.._....._.._._.._._..._..._..._._..__...._.__.._._................................_.._.._..---.—.._.._._..._..—......._._......._..........._..._.._...................__.....__.._.__._........_._......._....— --- Con inued on page 2 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 buckling, of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Jullus Lee PE Noc34869 MiTek;ltSA, Inc. FL Gert 6,634 694 Parke East Blvd. Tampa EL33610 Dater May 3,2021 MiTeW 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply �Rudy%fega T23802085 508208 B1 HIP GIRDER 1 Job Reference o tional I tbbetts Lumber Company, Palm Bay, FL - 32905. 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:22:22 2021 Page 2 ID:Oj R?uvPCrTEdiM bCgU SxELyQZsg-zlDS7fyabjR6rj?pD_3JjDxgUO9pU_u Wm7uAhozKG PI NOTES- 12) "NAILED" indicates 3-10d (0.148"x3') or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 278 lb down and 251 lb up at 7-0-0, and 268 lb down and 259 lb up at 35-0-0 on top chord, and 265 lb down and 101 Ib up at 7-0-0, and 250 lb down and 203 lb up at 34-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-9=60, 9-11=60, 21-24=20 Concentrated Loads (lb) Vert: 3=56(F) 9=56(F) 19=1(F) 16=12(F) 6=-46(F) 13=1(F) 27=46(F) 28=-46(F) 30=-46(F) 31=-46(F) 32=-46(F) 33=-46(F) 34=-46(F) 35=46(F) 36=-46(F) 37=-46(F) 39=46(F) 40=-46(F) 41=12(F) 42=12(F) 43=12(F) 44=12(F) 45=12(F) 46=12(F) 47=12(F) 48=12(F) 49=12(F) 50=-12(F) 51=12(F) 52=-12(F) ---- __----------- ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED 1•AITEK REFERENCE PAGE MII.7473 rev. 51192020 BEFORE USE. R Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mi%k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIMP/1 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 �RudyVega T23802086 508208 B2 HIP 1 1 Job Reference (optional) Tibbetts Lumber Co, Palm Bay, FL Run: 8.430 s Nov 30 2020 Print: 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon May 3 16:23:52 2021 Page 1 ID:Oj R?uvPCrTEdiMbCgUSxELyQZsg-w5XMUms7jpOdCNii76obG6N SCZdCzkd_CI4PKyzKAEb i 2-0-0 9-0-0 10-4-0 17-4-0 21.0.0 24-8-0 31-8-0 33-0-0 39-8.0 42-0-0 2-0-0 6-8-0 1-4.0 7-0-0 3-8-0 3-8-0 7-0-0 td-0 6-8_0 2.4-0 5x8 = 3x8 = 2x4 II 5x6 = 2x4 II 3x8 = 5x8 — IU lb 4x6 = 3x10 II 6x6 = 4x8 = 5x8 = NOP2X STP = 4x4 = 5x8 = 4x8 = 35 Scale = 1:70.2 36 NOP2X STP = NOP2X STP = 6x6 = 3x10 II 4x6 = 44 = 42-M LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.07 17 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.15 16-17 >999 240 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.01 14 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wtnd(LL) 0.10 16-17 >999 240 Weight: 275 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-1 oc purlins, except BOT CHORD 2x6 SP No.2 2-0-0 oc purlins (4-2-7 max.): 3-9. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 21=1221/0-8-0, 14=2181/0-8-0, 12=-43/0-8-0 Max Horz 21=195(LC11) Max Uplift 21=-603(LC 12), 14=1045(LC 12), 12=331(LC 10) Max Grav 21=1222(LC 21), 14=2181(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-27=1358/650, 3-27=-1258/661, 3-4=1263/749, 4-28=1466/850, 28-29=1466/850, 5-29=1466/850, 5-6=-1466/850, 6-7=708/468, 7-30=708/468, 30-31=7081468, 8-31=708/468, 8-9=-281/909, 9-32=229/923, 10-32=243/876 BOT CHORD 20-21=143/353, 19-20=-361/1158, 18-19=460/1278, 17-18=460/1278, 16-17=-382/1135, 15-16=865/560, 14-15=-865/560, 13-14=779/357 WEBS 2-21 =1 124/935, 4-19=-548/380, 4-17=-104/280, 5-17=370/341, 6-17=263/526, 7-16=365/337, 8-16=-852/1861, 8-14=14121796, 10-12=91/361, 6-16=-677/362, 3-19=341/638, 9-13=-706/165, 9-14=-639/985, 2-20=54311007, 10-13=768/483 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat. It; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 9-0-0, Exterior(2R) 9-0-0 to 17-4-0, Interior(1) 17-4-0 to 33-0-0, Exterior(2R) 33-0-0 to 41-5-13, Interior(1) 41-5-13 to 42-0-0 zone; cantilever left and right exposed ; porch right 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) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 21=603, 14=1045, 12=331. 9) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 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 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 systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No U869 MiTek USA; Inc. FL Cen 6634 6964 Parke Eaet @ivd. Tampa FL 33610 Dater May 3,2021 MiTek` 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Rudy Vega T23802087 508208 B3 HIP 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905. 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:22:28 2021 Page 1 ID:OIR?uvPCrTEdiMbCgUSxELyQZsg-nlajOil LAZBGZeSzZFAjzUBZjQ4?ubsP92LUuSzKGPf 2-4-0 10-4-0 1 - 17-4-0 21-0-0 24-8.0 31-0-0 3 -8 39-8-0 42-0-0 2-4-0 8-0-0 8- 6-4-0 3-8-0 3-8-0 6-0-0 W. 8-0-0 2-4-0 5x6 = 2x4 11 5x6 = 2x4 11 Sx6 = NOP2X STP = 6x8 — 5x8 — 5x8 — NOP2X STP = 6x8 = Scale = 1:69A NOP2XSTP = 42-M LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.82 BC 0.93 WB 0.84 Matrix -MS DEFL. in (loc) Udefl Ud Vert(LL) 0.40 12-13 >242 240 Vert(CT) -0.23 15-16 >999 240 Horz(CT) 0.02 12 n/a n/a PLATES GRIP MT20 244/190 Weight: 245 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-10 cc purlins, BOT CHORD 2x4 SP No.2 except WEBS 2x4 SP No.2 2-0-0 cc purlins (4-5-13 max.): 4-8. BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. REACTIONS. (size) 19=0-8-0, 13=0-8-0, 12=0-8-0 Max Horz 19=240(LC 10) Max Uplift 19=611(LC 12), 13=982(LC 12), 12=261(LC 13) Max Grav 19=1429(LC 17), 13=2146(LC 2), 12=153(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1605/687, 3-4=1728/1002, 4-5=1419/777, 5-6=1419/777, 6-7=758/476, 7-8=758/476, 8-9=181712, 9-10=208/840, 10-11=71/377 BOT CHORD 18-1 9=-1 94/425, 16-18=344/1383, 15-16=-303/1193, 13-15=-564/377, 12-13=338/89, 11-12=-338/89 WEBS 2-19=-1229/951,2-18=543/1114,3-18=-696/727,4-18=-557/803,4-16=-126/286, 5-16=-360/347, 6-15=679/357, 7-15=366/350, 8-15=668/1750, 8-13=1496/295, 9-13=-790/812, 10-13=708/711, 10-12=185/311, 6-16=244/553 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=6.Opsf; h=15ft; 8=97ft; L=97ft; eave=11ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 11-0-0, Exterior(2R) 11-0-0 to 19-5-13, Interior(1) 19-5-13 to 31-0-0, Exterior(2R) 31-0-0 to 39-8-0, Interior(1) 39-8-0 to 42-0-0 zone; cantilever left and right exposed ; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip This item has been DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed by Lee, Julius, PE 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) All plates are MT20 plates unless otherwise indicated. Printed copies of this P 6) All plates are 3x6 MT20 unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonrwncurrent with any other live loads. document are not Considered 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 signed and sealed and the will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. Signature must be Verified 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Gt=lb) on any copies. electronic E?S. 19=611, 13=982, 12=261, 10) Graphical pudin representation does not depictthe size or the orientation of the purlin along the top and/or bottom chord. Julius'LesPE No.34869 MifektlSA, Inc. FL Cart 6634 6604 Parke East Blvd. Tampa FL33610 Date: May 3,2021 -- — -- ...... _....... _..... -- --- -- ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 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 �1iTek° 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 ANS11rPli 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 Ply Rudy Vega �Qty T23802088 508208 B4 Hip 1 1 Job Reference (optional) ribbetts Lumber Company, Palm Bay, FL - 32905, 8'430 s Apr 20 2021 Mi rek Industries, Inc. Mon May 3 08:22:29 2021 Page 1 ID:OIR?uvPCrTEdiMbCgUSxELyQZsg-GE86b21zxtJ7Bo197yhyWhkjggS2d3dYNi51 RuzKGPe 2-4-0 10-0-0 13-0-0 21-0-0 29-0-0 31-&0 39-8-0 42-0-0 2-4-0 6-0-0 2-8-0 6-0-0 8-0-0 2-6-0 &0-0 2�-0 5x6 = 2x4 II 5x6 = 3x6 = 3x6 11 6x6 = 5x8 = NOP2X STP = Sx8 = 5x8 = NOP2X STP = 6x6 = Scale = 1:71.3 NOP2X STP = 3x6 11 3x6 = 42-0-0 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-D-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/1`1312014 CSI. TC 0.87 BC 0.75 WB 0.80 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl Ud -0.14 13-14 >999 360 -0.26 13-14 >999 240 0.03 10 n/a n/a 0.08 13-14 >999 240 PLATES GRIP MT20 244/190 Weight: 245 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-8 cc purlins, except BOT CHORD 2x4 SP No.2 2-D-0 oc purlins (4-1-0 max.): 4-6. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 1 Row at midpt 4-13, 6-13 REACTIONS. (size) 16=0-8-0, 11=0-8-0, 10=0-8-0 Max Harz 16=283(LC 10) Max Uplift 16=638(LC 12). 11=711(LC 12). 10=136(LC 12) Max Grav 16=1536(LC 17), 11=1987(LC 18), 10=387(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1773r751, 3-4=15971830, 4-5=12821752, 5-6=12821752, 6-7=-416/307, 7-8=-146/468 BOT CHORD 1-16=-43/260, 15-16=231/479, 14-15=482/1657, 13-14=-349/1470, 12-13=0/303, 11-12=-313/326 WEBS 2-16=-1332/984, 2-15=561/1225, 3-14=-410/293, 4-14=-209/589, 5-13=-560/501. 6-13=-613/1385, 6-12=963/467, 7-12=-457/1314, 7-11=1710/913, 8-11=-512/290, B-10=-257/504 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 13-0-0, Exterior(2R) 13-0-0 to 21-5-13, Interior(1) 21-5-13 to 29-0-0, Exterior(21R) 29-0-0 to 37-5-13, Interior(1) 37-5-13 to 42-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 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. electronically signed and 4) Provide adequate drainage to prevent waterponding. Sealed by Lee, Julius, PE 5) All plates are MT20 plates unless otherwise indicated. using a Digital Signature. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' Printed COPI2S Of this 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. document are not Considered 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) signed and sealed and the 16=638, 11=711, 10=136. signature must be verified 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. On any electronic copies. Julius Lea PE No.3I.4869 fAiTek:USA,inc. FL Cart 6634 6904 P.arkeEast Blvd, Tampa FL 93610 Date: May 3,2021 ® 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 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 T 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 wdh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11FP11 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 City Ply Rudy Vega T23802089 508208 B5 HIP 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905. 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:22:31 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-CcGsOk3ETUZgQ5BYFNjQb6p62e7r5zDrrOaBVnzKGPc i 2-4-0 104-0 15-0.0 21-0-0 27.0-0 31-8-0 39-8-0 i 42-0-0 2.40 8-0-0 4.8-0 6.0-0 6-0-0 4-8.0 8.0.0 2-4-0 Scale = 1:72.6 6.00 12 5X6 = 2x4 II 5x6 = n d 4 I6 16 15 14 �a 13 au 12 11 J1 3Z 10 NOP2X STP = 6x6 — 5x6 — 3x8 — 5x6 — NOP2X STP = NOP2X STP = 3x6 = 3x6 11 6x6 = 3x6 II 3x6 = 42-M LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.69 BC 0.79 WB 0.80 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (too) Udefl L/d 0.33 10-11 >292 240 -0.20 15-16 >999 240 0.03 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 251 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-14 cc purlins, BOT CHORD 2x4 SP No.2 except WEBS 2x4 SP No.2 2-0-0 cc purlins (5-3-10 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 1 Row at midpt 4-13 REACTIONS. (size) 16=0-8-0, 11=0-8-0, 10=0-8-0 Max Horz 16=326(LC 10) Max Uplift 16=642(LC 12), 11=-848(LC 12), 10=304(LC 12) Max Grav 16=1548(LC 17), 11=1890(LC 2). 10=386(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-17951774, 3-4=1487/803, 4-5=11071726, 5-6=1107/726, 6.7=-663/426, 7-8=33/470, 8-9=98/292 BOT CHORD 1-16=-45/260, 15-16=276/524, 14-15=51 Ill 707,13-14=-305/1363. 12-13=0/571, 11-12=-270/212, 10-11=266/123, 9-10=266/123 WEBS 2-16=-13471988, 2-15=595/1234, 3-14=509/316, 4-14=188/596, 5-13=-422/396, 6-13=-475/1034, 6-12=770/398, 7-12=277/1284, 7-11 =-I 694/781, 8-11=-404/469, 8-1 0=-322/1 90 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 15-0-0, Exterior(2R) 15-0-0 to 23-5-13, Interior(1) 23-5-13 to 27-0-0, Exterior(2R) 27-0-0 to 35-5-13, Interior(1) 35-5-13 to 42-0-0 zone; cantilever left and This item has been right exposed; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by Lee, Julius, PE to the use of this truss component. Using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. Flirted COPIES Of this 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not considered 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 signed and sealed and the Will fit between the bottom chord and any other members, with BCDL = I O.Opsf. signature must be verified 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (it=lb) on an electronic y copies. 16=642, 11=848, 10=304. 9) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Julius Lee PE No. U869 mrrek,USA 1nC; FL Cart 8634 6904 Parke East Blvd, Tampa FIL M10 Date: May 3,2021 A 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 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 p� �q building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IV6il l�r �' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ka fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11]"P/1 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 Job Truss Truss Type city Ply Rudy Vega T23802090 508208 B6 HIP 1 1 Job Reference (optional) ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:22:32 2021 Page 1 ID:OjR7uvPCrTEdiMbCgUSxELyQZsg-gpgED44sEchh2Fmko5Ff7KMG52SMgQh_4gJi1 DzKGPb 2-0-0 10-4-0 17-0-0 21.0.0 250-0 31-8-0 39.8.0 42-0.0 2-4-0 6-0-0 6.8-0 4-0.0 4-0-0 6.8-0 B-0-0 2-4-0 5x6 = 6.00 F12 3x4 = 5X — 4 5 6 Scale = 1:73.0 n d ob n Ib NOP2X STP = 6x6V— 3x8 MT20HS = 3x10 —_ NOP2X STP = NOP2X STP = 3x6 = 3x6 I I 3x10 = 3x8 MT20HS = 6x6 = 3x6 11 3x6 = 42-M 2-0-0 2r3,0 10-0-0 17-M A10 25-0-0 31-8-0 39-B-0 40r0-0 i 2 0-4-0 6-8-0 8-0-0 6-8-0 9-0-0 0 o 2-0-0 Plate Offsets (X,Y)— [3:0-3-0,Edge] [4:0-3-0 0-2-0], [6:0-3.0 0-2-0], [7:0-3-0 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.21 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.34 13-14 >999 240 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -MS Wind(LL) 0.35 10-11 >275 240 Weight: 248 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-5 oc purlins, except BOT CHORD 2x4 SP No.2 2-0-0 oc purlins (5-5-14 max.): 4-6. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-14, 5-13, 6-13 REACTIONS. (size) 17=0-8-0, 11=0-8-0, 10=0-8-0 Max Horz 17=370(LC 10) Max Uplift 17=641(1_13 12), 11=-853(LC 12). 10=300(LC 12) Max Grav 17=1539(LC 17), 11=1877(LC 2), 10=390(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1789/782, 34=13291747, 4-5=11301750, 5-6=699/543, 6-7=844/517, 7-8=-06/478, 8-9=89/276 BOT CHORD 16-17=-322/550, 14-16=528/1739, 13-14=185/1040, 11-13=-276/214 WEBS 2-17=-1332/976, 2-16=646/1243, 3-14=627/368, 4-14=-72/305, 5-13=-704/383, 7-13=300/1307, 7-11 =1 665/859, 8-11=376/475, 8-10=-316/165, 5-14=-132/480 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ff; L=97ft; eave=l ift; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 17-0-0, Exterior(2E) 17-0-0 to 25-0-0, Exterior(2R) 25-0-0 to 33-5-13, Interior(1) 33-5-13 to 42-0-0 zone; cantilever left and right exposed ; porch right 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) Provide adequate drainage to prevent water ponding. This item has been 5) All plates are MT20 plates unless otherwise indicated. electronically Signed and 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. sealed by Lee, Julius, PE 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 using a Digital Signature. will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Printed copies of this p 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Gt=lb) 17=641, 11=853,10=300. document are not considered 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Signed and Sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34669 MiTokUSA, Inc. FL Cart 6634' 6904 Parke East Blvd, Tampa FL3361,0 Date: May 3,2021 ® WARNING -Verify design parameters and RFAO 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 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 q NIITek• 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?P11 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 Rudy Vega T23802091 508208 B7 HIP 1 1 Job Reference o tional ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:22:34 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-cBy_em56mPyPHZw7wWH7CIRder7slMLHX oo66zKGPZ 2-4-0 10-4-0 i 2.4-D 14.48-00 19-0-0 23-00 27-4-00 -4-0 39-8-0 2.-0 -0 4-4 34 I4248-0-0 4-4-0 4-0-0 -4-8-0-0 5x6 = 6.00 12 5x6 = 18 it 16 Zr Zo 15 za 14 su st 13 1Z az 11 Scale = 1:77.3 NOP2X STP = 4x8 = 5x8 = Sx8 = NOP2X STP = NOP2X STP = 3x6 = 3x6 II 3x6 = 6x8 = 2x4 11 3x6 = 3x6 = 42-M i 2-0-0 2A-0 104-0 19-0-0 23-0-0 31-8-0 39-8-0 40rg0 2-0-0 0-0-0 8-0-0 8-e-0 40-0 8-8-0 8-0-0 0 2-M Plate Offsets (X,Y)— [3:0-3-0,0-3-0], [5:0-3-0,0-2-0], [6:0-3-0,0-2-0] [8:0-3-0 0-3-0], [14:0-2-12 0-3-4] [15:0-2-12,0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.23 15-16 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.39 15-16 >909 240 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(CT) 0.03 11 n/a n/a BCDL 10.0 Code FBC20201TPI2014 Matrix -MS Wind(ILL) 0.38 11-13 >256 240 Weight: 264 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD WEBS REACTIONS. (size) 18=0-8-0, 13=0-8-0, 11=0-8-0 Max Horz 18=413(1_13 10) Max Uplift 18=632(LC 12), 13=-886(LC 12), 11=279(LC 12) Max Grav 18=1559(LC 17), 13=1967(LC 2), 11=387(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1844/720, 3-4=1870/917, 4-5=1120/687, 5-6=752/576, 6-7=-879/576, 7-8=0/482, 8-9=100/479, 9-10=-60/314 BOT CHORD 16-18=-376/592, 15-16=325/1440, 14-15=-113/1109, 13-14=0/472, 11-13=276/97, 10-11=276/97 WEBS 2-18=-1405/954, 2-16=566/1312, 3-16=-482/428, 4-16=-262/731, 4-15=-656/419, 5-15=-326/821, 5-14=641/281, 7-14=80/770, 7-13=1572/506, 8-13=-496/448, 9-13=-392/551, 9-11=331/127 Structural wood sheathing directly applied or 3-3-2 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 5-6. Rigid ceiling directly applied or 2-2-7 oc bracing. 1 Row at midpt 4-15, 5-14, 6-14, 7-13 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 19-0-0, Exterior(2E) 19-0-0 to 23-0-0, Exterior(2R) 23-0-0 to 31-8-13, Interior(1) 31-8-13 to 42-0-0 zone; cantilever left and right exposed ; porch right 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) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 18=632,13=886,11=279. 9) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19.12020 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 systems, see ANSI/rpli Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Juliu§ Lee PE No34s69 'MiTgk USA, Inc. FL d0A 6634 6§64 Paake Easf Bivd:.Tampa FL33610 Date: May 3,2021 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type QtyT y Rudy Vega T23802092 508208 B8 COMMON 4 1 Job Reference (optional) I IDDelrs LUmoer Company, ralm tray, t-L - 32`JUb, UAJU S Apr zu zu21 MI I eK InrdusVles, Inc. Mon May 3 U6:22:3b 2U21 rage 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-4NVNs56kXj4GvjVJUDoMly_nhFT01 nPRmeYMeYzKGPY i 2-44 10-4-0 17-0.0 - 21-0-0 25-0-0 31•B-0 i 39-8-0 42-0-0 2-4-0 8-0-0 6-8-0 4-0-0 4-0-0 6-8-0 8-0-0 2-0 0 5x6 = 6.00 12 5 Scale = 1:81.0 n I� 17 16 10 14 L° Z9 13 12 11 3u 10 NOP2X STP = 6x6 = 3x6 = 4x8 = NOP2X STP = NOP2X STP = 3x6 = 3x6 11 4x8 = 3x6 = 6x6 = 3x6 11 3x6 = 42-0-0 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code .FBC2020rTP12014 CSI. TC 0.71 BC 0.84 WB 0.78 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Ildefl Ud -0.20 13-14 >999 360 -0.31 13-14 >999 240 0.03 11 n/a n/a 0.35 10-11 >274 240 PLATES GRIP MT20 244/190 Weight: 255 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 5-13, 6-13, 5-14, 4-14, 3-14 REACTIONS. (size) 11=0-8-0, 10=0-8-0, 17=0-8-0 Max Horz 17=456(LC 10) Max Uplift 11=873(LC 12), 10=-285(LC 12), 17=637(LC 12) Max Grav 11=1880(LC 2), 10=402(LC 22), 17=1535(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1782/728, 3-4=1316/714, 4-5=1345/907, 5-6=872/699, 6-7=-845/515, 7-8=-87/457, 8-9=90/281 BOT CHORD 16-17=-408/637, 14-16=476/1796, 13-14=-39/907, 11-13=-282/225 WEBS 5-13=-367/202, 6-13=390/441, 7-13=328/1325, 7-11 =-1 669/827, 8-11=-400/490, 8-10=-307/152, 5-14=596/1150, 4-14=-393/445, 3-14=-617/302, 2-16=-575/1244, 2-17=1334/976 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 21-0-0, Exterior(2R) 21-0-0 to 27-0-0, Interior(1) 27-0-0 to 42-0-0 zone; cantilever left and right exposed ; porch right 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 This item has been to the use of this truss component. 4) All plates are MT20 plates unless otherwise indicated. electronically signed and 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. sealed by Lee, Julius, PE 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 using a Digital Signature. will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Printed copies of this 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=873, 10=285, 17=63i. document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No; U868 MiTek USA, I= FLAert 86M 6204 Parke East B{vd. Tampa FL 33610 Data; May 3,2021 ------... _.............. ....... - 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 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 iV l is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �piTak' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rPll 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 Rudy Vega T23802093 508208 B9 Common 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:22:37 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-lmd7Gn8?2KK 80ehbeggqN36q3CoVh2jDylTjQzKGPW L2-4.0 r 10-4-0 17-0-0 21-0-0 25-0-0 31-8-0 39-8-0 40j0-0 2A-0 8-0-0 6-8-0 4-0-0 4-0-0 6-&0 8-0-0 0.440 a 5x6 = 16 15 14 13 24 2b 12 11 10 9 N0P2X STP = 4x4 = 4x8 = 3x6 = 3x6 11 3x6 = 3x8 11 3x6 = NOP2X STP = 3x10 = 6x6 = NOP2X STP = 3x4 11 I4 Scale = 1:82.9 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.80 BC 0.69 WB 0.77 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl Ud -0.20 12-13 >999 360 -0.32 12-13 >999 240 0.03 9 n/a n/a 0.07 13-15 >999 240 PLATES GRIP MT20 244/190 Weight: 250 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-13 oc puffins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 8-9: 2x6 SP No.2 WEBS 1 Row at midpt 5-12, 6-12, 5-13, 4-13, 3-13 WEDGE Left: 2x4 SP SS REACTIONS. (size) 9=0-8-0, 10=0-8-0, 16=0-8-0 Max Harz 16=435(LC 10) Max Uplift 9=-45(LC 8), 10=-744(LC 12), 16=633(LC 12) Max Grav 9=208(LC 18), 10=1991(LC 18), 16=1541(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1791/731, 3-4=1327/712, 4-5=1356/907, 5-6=872/708, 6-7=-855/534, 7-8=157/401 BOT CHORD 15-16=-379/623, 13-15=542/1788, 12-13=-108/900, 9-10=-156/271 WEBS 5-12=363/191, 6-12=377/432, 7-12=409/1269, 7-1 0=-1 649/943, 8-10=522/378, 5-13=-579/1154, 4-13=393/445, 3-13=613/304, 2-15=-580/1242, 2-16=-1360/1054 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0.0, Interior(1) 6-0-0 to 21-0-0, Exterior(2R) 21-0-0 to 27-0-0, Interior(1) 27-0-0 to 39-9-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for This item has been reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live lead shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed by Lee, Julius, PE 4) All plates are MT20 plates unless otherwise indicated. using a Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' Printed COpIBS Of this 6) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. document are not considered 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 9 except Gt=lb) signed and sealed and the 10=744, 16=633. signature must be verified on any electronic copies. Julius Leo PE'No,=69 MiTek_USA,"Inc.,FL,Gert ox 6904 Parke East Blvd. Tampa FL33610 Data. May 3,2021 ®WARNING -Verify design parameters and REED NOTES ON THIS AND INCLUDED MITEK 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 properly incorporate this design into the overall AI '�/�ek° building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the ,ye�`� fabdeation, storage, delivery. erection and bracing of trusses and truss systems, see ANSI1rP/1 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 Job Truss Truss Type City Ply Rudy Vega T23802094 508208 B10 Common 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:22:23 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-R4ngK?zCL1 ZzTta?niaYGQUjMPQXDMag?nejDEzKGPk 2-0-0 , 10-0.0 17-0-0 21-0-0 250-0 31-6-0 39-6-0 40r0-0 2-4-0 8-0-0 6-8-0 � 4.0.0 6-8-0 l9M 04-0 5x6 = I¢ 16 15 14 13 24 2b 12 11 10 9 NOP2X STP = 4x4 = 48 = 3x6 = NOP2X STP = 3x4 11 3x6 = 3x6 11 3x6 = 3x10 = 6x6 = 3x8 11 Scale = 1:82.9 2-0-02yir0 10-0-0 17-0-0 21-0-o i 25-0-0 31-a-0 31-9r12 39-6-0 40rq-0 2-0-00�-0 8-011 6-8-0 4-. 4-0-0 61 0-i-12 7-10� Plate Offsets (X,Y)— [1:0-0-8,Edge] fl:Edge,0-0-01, [3:0-3-0,0-3-0] [7:0-3-0 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.80 Vert(LL) -0.20 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.32 12-13 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(CT) 0.03 9 n/a n/a BCDL 10.0 Code FBC2020lrP12014 Matrix -MS Wind(LL) 0.07 13-15 >999 240 Weight: 250 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.4-13 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 8-9: 2x6 SP No.2 WEBS 1 Row at midpt 5-12. 6-12. 5-13, 4-13, 3-13 WEDGE Left: 2x4 SP SS REACTIONS. (size) 9=Mechanical, 10=0-8-0, 16=0-8-0 Max Harz 16=435(1_C 10) Max Uplift 9=45(LC 8). 10=744(1_C 12), 16=633(LC 12) Max Grav 9=208(LC 18), 10=1991(LC 18). 16=1541(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-17911731, 3-4=1327/712, 4-5=13561907. 5-6=872/708, 6-7=855/534, 7-8=-1571401 BOT CHORD 15-16=-379/623, 13-15=542/1788, 12-13=-108/900, 9-1 0=-1 56/271 WEBS 5-12=-363/191, 6-12=377/432, 7-12=409/1269, 7-10=1649/943. 8-10=522/378, 5-13=-579/1154, 4-13=393/445, 3.13=613/304, 2-15=580/1242, 2-16=-1360/1054 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15111; B=97ft; L=97ft; eave=l ift; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 21-0-0, Exterior(2R) 21-0-0 to 27-M, Interior(1) 27-0-0 to 39-9-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for This item has been 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 speck electronically signed and to the use of this truss component. Sealed by Lee, Julius, PE 4) All plates are MT20 plates unless otherwise indicated. using a Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' Flirted COPI2S Of this 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 document will fit between the bottom chord and any other members, with BCDL = IO.Opsf. are not Considered 7) Refer to girder(s) for truss to truss connections. Signed and sealed and the 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9 except (jt=lb) signature must be verified 10=744, 16=633. on any electronic copies. Julius Lea PE Nd. 34669 MiTekUSA,Inc: FL Cart 6634' 6904 Patio East Blvd. Tampa FL33610 Data: May 3,2021 A WARNING -Verily 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 properly incorporate this design into the overall T building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSI?Plf 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 Rudy Vega T23802095 508208 B11 Common Girder 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, BA30 s Apr 20 2021 MTek Industries, Inc. Mon May 3 08:22:25 2021 Page 1 ID:Oj R?uvPCrTEdiMbCgUSxELyQZsg-NSvblh_TtephiAkOu7dOLrZ8MD3ohlhyS57g17zKGPi i 5-0-0 10.0-0 14-4-0 18-B 0 25-4-0 ' S.0-0 ' 5-0-0 4-4-0 4-4-0 68-0 4x4 = NOP2XSTP =JUS24 7x8 = JUS24 7x8 = THD268x8 = THD26 7x8 = THD26 NOP2XSTP = 3x8 II JUS24 THD26 THD26 THD26 THD26 Bx12 MT20HS II JUS24 THD26 Scale = 1:68.7 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC20201TP12014 CSI. TIC 0.51 BC 0.83 WB 0.67 Matrix -MS DEFL. in Vert(LL) -0.11 Vert(CT) -0.21 Horz(CT) 0.03 Wind(LL) 0.13 (loc) Udefl Ud 7-8 >999 360 7-8 >999 240 7 n/a n/a 7-8 >999 240 PLATES MT20 MT20HS Weight: 448 lb GRIP 244/190 187/143 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-12 cc purlins, BOT CHORD 2x6 SP No.2 `Except' except end verticals. 7-10: 2x6 SP No.i BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.2 *Except* 1-12,6-7: 2x6 SP No.2 REACTIONS. (size) 12=0-8-0, 7=0-8-0 Max Horz 12=275(LC 6) Max Uplift 12=2438(LC 8), 7=2655(LC 8) Max Grav 12=5718(LC 2), 7=6488(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4660/1977, 2-3=5361/2332, 3-4=-4476/2046, 4-5=-4481/2054, 5-6=4677/1973, 1-12=-5066/2162, 6-7=5361/2283 BOT CHORD 11-12=-297/342, 10-11=1797/4138, 9-10=-1959/4716, 8-9=-1671/4117 WEBS 2-11=-1305/604,2-10= 431/983, 3-10=662/1642,3-9=-1668/803,4-9=-1662/3754, 5-9=457/250, 5-8=369/442, 1-11=2025/4947, 6-8=2043/5057 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "xY) nails as follows: Top chords connected as follows: 2x4 -1 row at G-9-0 cc, 2x6 - 2 rows staggered at 0-9-0 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at G-9-0 cc. Webs connected as follows: 2x4 -1 row at G-9-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to This item has been 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. electronically Signed and 4) Wnd: ASCE 7-16; VuK=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; sealed by Lee, Julius, PE Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever leftand right exposed; Lumber DOL=1.60 plate grip DOL=1.60 using a Digital Signature. 5) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific Printed copies of this P to the use of this truss component. 6) All plates are MT20 plates unless otherwise indicated. document are not Considered 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. signed and Sealed and the 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 signature must be verified will fit between the bottom chord and any other members, with BCDL = 10.Opsf. On any electronic COPIeS. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0=1b) 12=2438, 7=2655. Julius Lee PE N6.34869 10) Use USP JUS24 (With 4-1 Old nails into Girder & 2-1 Od nails into Truss) or equivalent spaced at 2-0-0 cc max. starting at 1-0-12 Well USk lne. Fl-Cert 6634 from the left end to 7-0-12 to connect truss(es) to back face of bottom chord. 6904 Parke,East Blvd. Tampa FL 336io 11) Use USP THD26 (With 18-16d nails into Girder & 12-1Od x 1-1/2 nails into Truss) or equivalent spaced at 2-0-0 cc max. starting at Dater 9-0-12 from the left end to 11-0-12 to connect truss(es) to back face of bottom chord. May 3,2021 Con tinuetl on page 2 A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 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 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 ANS11rPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Tress Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Rudy Vega T23802095 508208 B11 Common Girder 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8,430 s Apr 20 2U21 MITek Industries, Inc. Mon May 3 uti:zz:Zb 2U21 Naga z I D:OI R?uvP CrTEdiMbCgU SxELyQZsg-NSvblh_Tteph iAkO u7dOLrZ8M D3ohlhyS57g 17zKGPi NOTES- 12) Use USP THD26 nth 18-16d nails into Girder & 12-1 Od x 1-1/2 nails into Truss) or equivalent spaced at 4-0-0 oc max. starting at 13-G-12 from the left end to 23-0-12 to connect truss(es) to back face of bottom chord. 13) Use USP THD26 (With 18-16d nails into Girder & 12-1 Od x 1-1/2 nails into Truss) or equivalent at 15-0-12 from the left end to connect truss(es) to back face of bottom chord, skewed 0.0 deg.to the left, sloping 0.0 deg, down. 14) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 4-6=60, 7-12=20 Concentrated Loads (Ib) Vert: 11=575(B) 13=590(B) 14=-573(B) 15=-588(B) 16=854(B) 17=858(B) 19=-848(B) 20=-839(B) 22=841(B) 23=-875(B) 24=-923(B) 25=1004(B) ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119)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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WeW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdca0on, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rPl1 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 Rudy Vega T23802096 508208 C1 ROOF SPECIAL 1 1 Job Reference (optional) ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MTek Industries, Inc. Mon May 3 08:22:38 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-VyBVU78dpeSrmADu9LL3NbcLJSXmE7DtScmOFtzKGPV i 2-4-0 8-7-0 ,9-6-0 14-2-0 i 20-0-5 254115 31-11-0 2-4-0 6-3-0 8-11-b 4-8-0 5-10-5 5-8-9 6-2-1 �— F.—,;-- 4x6 = 444 = 2x4 II 5x6 = 3x4 = Scale = 1:55.0 2x4 11 In N C 13 12 — 11 9 3x4 = NOP2X STP = 2x4 11 5x8 = NOP2X STP = 6x8 = 5x6 = 3x6 = LOADING (psf) TCLL ' 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.56 BC 0.71 WB 0.84 Matrix -MS DEFL. in (loc) Vdefl Ud Vert(LL) -0.13 9-10 >999 360 Vert(CT) -0.26 9-10 >821 240 Horz(CT) 0.02 9 n/a n/a Wind(LL) 0.13 12-13 >999 240 PLATES GRIP MT20 244/190 Weight: 175 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-8. WEBS 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 7-1-11 oc bracing. 8-9: 2x6 SP No.2 REACTIONS. (size) 9=Mechanical, 13=0-8-0, 11=0-8-0 Max Horz 13=206(LC 12) Max Uplift 9=249(LC 9), 13=-506(LC 12). 11=848(LC 12) Max Grav 9=609(LC 22), 13=551(LC 21), 11=1390(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=256/623, 3-4=126/660, 4-5=278/354, 5-6=278/354, 6-7=597/190 BOT CHORD 12-13=-400/136, 11-12=540/97, 10-11=200/454, 9-10=-281/599 WEBS 2-13=-460/660, 2-12=3031124. 3-12=263/6, 4-12=423/232, 4-11=-561/1068, 5-11=-348/279, 6-11=963/512, 6-10=31/328, 7-9=670/318 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-16; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 8-7-0, Exterior(2E) B-7-0 to 9-6-0, Interior(1) 9-6-0 to 31-8-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. This item has been 5) All plates are MT20 plates unless otherwise indicated. electronically Signed and 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. sealed by Lee, Julius, PE 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 using a Digital Signature. Will fit between the bottom chord and any other members. Flirted copies of this p 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) document are not considered 9=249, 13=506,11=848. signed and sealed and the 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. signature must be verified on any electronic copies. Julius Lee PE No.'U869 Miiek_USA; Inc: FL Cert 6.634 8904 Parke East Blvd. Tampa #L33610 Date: May 3,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119,2020 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. Beforeuse, the building designer must verify the applicability of design parametersand properly Incorporate this design into the overall pp A� Tek� 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 iYl� l fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rPl1 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 Rudy Vega T23802097 508208 C2 HALF HIP 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905. 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:03 2021 Page 1 I D:Oj R?uvPC rTEdiM bC qU SxE LyQZsg-G mCykgS lxKbI GOeh75lwus8b DC5wbXgYC?KrewzKGP6 2-4-0 9-8-0 14-2-0 16-2-8 23-4-0 30-5-8 ,31-11-0, 2-4-0 7-4-0 4 6-0 2-0-8 7-1-8 7-1-8 1-5-8 d 3x4 = NOP2X STP = 2x4 II LOADING (psf) TCLL 20.0 TCDL 10,1) BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 5x6 = 5x6 = SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 3x4 = 2z4 II NOP2X STP = 6x8 = 2x4 11 5x8 = Scale = 1:54.9 5x12 = 2x4 II 3x4 = 3x4 = 2x4 II CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TC 0.64 Vert(LL) 0.2218-19 >651 240 MT20 244/190 BC 0.63 Vert(CT) -0.13 12-13 >999 240 WB 0.51 Horz(CT) 0.03 9 n/a n/a Matrix -MS Weight: 199 lb FT = 20% BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except end verticals, and 2-0-0 cc purlins (6-0-0 max.): 3-8. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. Except: 10-0-0 cc bracing: 14-16, 10-12 WEBS 1 Row at midpt 6-14, 6-12 REACTIONS. (size) 9=Mechanical, 19=0-8-0, 17=0-8-0 Max Horz 19=260(LC 12) Max Uplift 9=240(LC 9), 19=-482(LC 12), 17=872(LC 12) Max Grav 9=593(LC 22), 19=493(LC 1), 17=1478(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-127/457, 3-4=221/429, 8-9=568/257 BOT CHORD 18-19=-532/203, 17-18=-487/12, 5-14=-317/283, 13-14=-274/632, 12-13=-274/632, 7-12=389/391 WEBS 2-19=-441/533, 3-18=644/263, 3-17=-653/1044, 4-17=-724/358, 14-17=-467/266, 4-14=-258/635, 6-14=850/416, 6-13=0/327, 6-12=-457/182, 8-12=-392/706 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 9-8-0, Exterior(2R) 9-8-0 to 18-1-13, Interior(1) 18-1-13 to 31-9-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with. any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 240 lb uplift at joint 9, 482 lb uplift at joint 19 and 872 lb uplift at joint 17. 10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. I9 This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No; 34868 MiTek USA, Inc. fL Ceft 034 6984 Parke East Blvd. Tampa. FL 33510 Date: May 3,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5119,2020 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 t�� /�pp g ipli®�• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing @KI is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rPI1 Quality Criteria, DSB-89 and 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 City Ply IRudyVega T23802098 508208 C3 HALF HIP 1 1 Job Reference (optional) Tibbetts Lumber Co, Palm Bay, FL 8A30 s Nov 30 2020 MiTek Industries, Inc. Mon May 3 16:25:12 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsgaUMbH6gJuO5Hogg4pvEMV h8KpIDj?NmbBSeBJzKADL r 2-4-0 i 7.0-0 11-&0 14-2.0 16.2.8 23.4.0 30-5-8 31-11-0 �� 4.8.0 4-8-0 2-6-0 2-0-8 7-1-8 r 7-1-8 1-5-8 3x4 = NOP2X STP = 3x4 = Sx6 = 3x4 = 2x4 11 5x8 = NOP2X STP = 6x8 = 2x4 II 5x8 = 5x12 = 2x4 II 3x4 = 1Z 3x4 = 2x4 II 31-1" Scale = 1:57.1 I9 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020rrP12014 CSI. TC 0.59 BC 0.98 WB 0.62 Matrix -MS DEFL. in (loc) Vdefl Ud Vert(LL) 0.43 19-20 >331 240 Vert(CT) -0.22 19-20 >660 240 Horz(CT) 0.03 10 n1a n/a PLATES GRIP MT20 244/190 Weight: 218lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-9. 1-19: 2x4 SP SS BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: WEBS 2x4 SP No.2 10-0-0 cc bracing: 15-17, 11-13 WEBS 1 Row at midpt 7-15. 7-13 REACTIONS. (lb/size) 10=579/Mechanical, 20=479/0-8-0, 18=150010-8-0 Max Horz 20=314(LC 12) Max Uplift 10=-236(LC 9), 20=447(LC 12), 18=-914(LC 12) Max Grav 10=594(LC 22), 20=479(LC 1), 18=1500(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1131323, 2-24=1051386, 24-25=92/390, 3-25=72/400, 3-4=01287, 4-5=215/396, 9-1 O=569/256 BOT CHORD 20-31=616/110, 31-32=-616/110, 19-32=616/110, 18-19=269/0, 6-15=351/334, 14-15=217/508, 13-14=-217/508, B-13=387/390 WEBS 2-20=287/189, 3-19=-345/399, 4-19=-1060/392, 4-18=656/1238, 5-18=694/400, 15-18=-434/311, 5-15=390/697, 7-15=739/356, 7-14=0/329, 7-13=393/156, 9-13=384/696 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) D-0-0 to 6-0-0, Interior(1) 6-0-0 to 11-8-0, Exterior(2R) 11-8-0 to 20-1-13, Interior(1) 20-1-13 to 31-9-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces 8, MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to electronically signed and the use of this truss component. Sealed by Lee, Julius, PE 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Printed Copies Of this 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 document are not considered will fit between the bottom chord and any other members. Signed and Sealed and the 8) Refer to girder(s) for truss to truss connections. signature must be verified 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=236, 20=447, 18=914. on any electronic Copies. 10) Graphical puriin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Julius Loo PE No. U869 MiTakUSA,Inc. FL-Corte634 LOAD CASE S Standard t) ON Parke East Blvd. Tampa FL 33616 Dater May 3,2021 A VIARNING - Veritydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119,2020 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 verifythe applicability of design parameters and properly Incorporate this design Into the overall pp q�� l building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IVIT ek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS/117P/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Rudy Vega T23802099 508208 C4 HALF HIP 1 1 Job Reference (optional) ribbetts Lumber Company, Palm Bay, FL - 32905, 8A30 s Apr 20 2021 MTek Industries, Inc. Mon May 3 08:23:06 2021 Page 1 ID:Oj R?uvP CrTEdiMbCgUSxELyQ7sg-gLt5MiU B D F_t7U MGo Esd VVm6tl9Uor8?uzYVE FzKGP3 i &4-0 8-0.0 i 13-8-0 16-2-8 23-4-0 30.5-8 31-11-0 20 5-8-0 5-8-0 2-6-8 7-1-8 7-1-8 1-5-8 a 4x12 = 3x4 = 5x6 = 4x8 = 3x4 = 3x4 = 2x4 11 5x6 = NOP2X STP = 11 3x4 = 3x4 = 2x4 II 2x4 II NOP2X STP = 6x12 = 31-11-0 Scale = 1:59.0 I0§ LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020frP12014 CSI. TC 0.58 BC 0.51 WB 0.59 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wtnd(LL) in (loc) Vdefl L/d -0.08 12-13 >999 360 -0.15 12-13 >999 240 0.02 9 n/a n/a 0.09 17-18 >999 240 PLATES GRIP MT20 244/190 Weight: 231 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 cc purlins (6-0-0 max.): 4-8. WEBS 2x4 SP No.2 `Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. Except: 4-17: 2x8 SP No.2 6-0-0 cc bracing: 14-16 10-0-0 cc bracing: 10-12 REACTIONS. (size) 9=Mechanical, 19=0-8-0, 17=0-8-0 Max Horz 19=367(LC 12) Max Uplift 9=230(1_C 9), 19=-396(LC 12), 17=960(LC 12) Max Grav 9=696(LC 18), 19=480(LC 2), 17=1673(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-152/384, 3-4=373/455, 5-6=-487/160, 6.7=487/160, 8-9=691/213 BOT CHORD 18-19=-338/146, 17-18=624/83, 5-14=728/548, 7-12=-615/424 WEBS 2-19=-367/514, 2-18=292/123, 3-18=554/226, 3-17=510/1043, 4-17=-1115/546, 14-17=375/257, 4-14=276/806, 5-13=389f716, 6-13=-459/392, 7-13=-124/406, 8-12=339/783 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 13-8-0, Exterior(2R) 13-8-0 to 22-1-13, Interior(1) 22-1-13 to 31-9-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific This item has been to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. electronically signed and 5) All plates are MT20 plates unless otherwise indicated. Sealed by Lee, Julius, PE 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. using a Digital Signature. 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 Printed copies of this Will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 8) Refer to girder(s) for truss to truss connections. document are not Considered 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 230 lb uplift at joint 9, 396 lb uplift at signed and sealed and the joint 19 and 960 lb uplift at joint 17. signature must be verified 10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. On any electronic Copies. Julius Lae.PE No.34869 Miiek USA; Inc. FL Cart 6634 6W ParkiEast Blvd. Tampa FL 33610 Date: May 3,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19,2020 BEFORE USE. Design wild for use only with Miiek® 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 ty building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Miiek° 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 ANS11nPl1 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 Job Truss Truss Type Qty Ply Rudy Vega T23802100 508208 C5 HALF HIP 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8A30 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:08 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsgck?mOW2IsEaMnwfvfu5bwrR6YlyGiQHLH1 cJ8zKGP1 2-4-0 8-10.0 15-B-0 1 2 8 23-0-12 30-58 31-11-0 2-4-0 6-6-0 6-10-0 6-10-4 7-4.12 1-5-8 5x6 = 6 on 117 5x6 = 48 = Scale = 1:62.4 3x4 = 44 = NOP2X STP = NOP2X STP = 3x4 11 lu 6x6 = 3x4 = 2x4 II 5x8 = 3x4 = 4x8 = 2x4 II 31-11-0 Plate Offsets (X,Y)— [3:0-3-0,0-3-oL[4:0-3-0,0-2-0),[5:0-3-0,0-3-4),[11:0-6-0,0-2-81,[13:0-6-4,0-2-4) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.11 12-13 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.20 12-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.79 Hort(CT) 0.04 8 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -MS Wind(LL) 0.16 17-18 >479 240 Weight: 222 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-8 cc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 cc purlins (5-9-8 max.): 4-7. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. Except: 10-0-0 cc bracing: 13-15, 9-11 WEBS 1 Row at midpt 7-8 REACTIONS. (size) 8=Mechanical, 18=0-8-0, 17=0-8-0 Max Horz 18=421(LC 12) Max Uplift 8=392(LC 12), 18=241(LC 12), 17=746(LC 12) Max Grav 8=1049(LC 17), 18=276(LC 1), 17=1712(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-272/428, 3-4=835/320, 4-5=857/414, 5-6=856/415, 7-8=1030/432 BOT CHORD 17-18=-502/183, 4-13=273/243, 12-13=367/705, 6-11=900/659 WEBS 2-17=325/409, 3-17=1467/791, 3-13=296/1005, 4-12=-77/294, 5-12=-488/445, 6-12=-438/880, 7-11=557/1111, 13-17=331/0 NOTES- 1) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 15-8-0, Exterior(2R) 15-8-0 to 24-1-13, Interior(1) 24-1-13 to 31-9-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Provide adequate drainage to prevent water ponding. This Item has been 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. electronically Signed and 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 sealed by Lee, Julius, PE will fit between the bottom chord and any other members, with BCDL = 10.Opsf. using a Digital Signature. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 392 lb uplift at joint 8, 241 lb uplift at Printed copies Of this p joint 18 and 746 lb uplift at joint 17. document are not Considered 9) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No.3U69 MiTek USA;inc. FL Cart $634 6904 Parke East BNd. Tampa FL 33619 Date: May 3,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 BEFORE USE. �4 Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iw iiek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIIFPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Rudy Vega T23802101 508208 C6 HALF HIP 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:09 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-5wZD jW3WAMR_x5rTMPK77Od8y9C?9fRaxn9razKGPO 2-0-0 6-10-0 , 16-2-9 17-111 24-0-1z 30-5-8 a1-11-0 2-4-0 6-6-0 7-0-8 1-5-8 6-4-12 8-0-12 1-5-8 4x8 = Scale = 1:70.6 3x4 = 5x6 2x4 11 3x4 = I9 20 m 19 17 10 3x8 = 11 10 9 NOP2X STP = NOP2X STP = 3x4 16x6 — 3x4 = 2x4 11 6x8 = 3x4 = 4x12 — 2x4 11 3x4 = 17-8.0 31-11-0 2-0-0 2,4,0 8-10-0 16-2-8 1 24-0-12 30-2-0 30�$-8 2Z W 68-0 7-4A 11-�3-8 � 84-12 6-1-4 0-1�8� LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020rrP12014 CSI. TC 0.58 BC 0.57 WB 0.79 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl Ud -0.07 12-13 >999 360 -0.13 12-13 >999 240 0.04 9 n/a n/a 0.17 19-20 >472 240 PLATES GRIP MT20 244/190 Weight: 251 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-2 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-8. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 1 Row at midpt 7-12 10-M oc bracing: 15-17, 10-12 WEBS 1 Row at midpt 8-9 REACTIONS. (size) 9=Mechanical, 20=0-8-0, 19=0-8-0 Max Harz 20=475(LC 12) Max Uplift 9=-405(LC 12), 20=210(LC 12), 19=772(LC 12) Max Gram 9=1071(LC 17), 20=317(LC 2), 19=1662(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-341/375, 3-4=863/305, 4-5=885/455, 5-6=721/356, 6-7=721/356, 8-9=-10371458 BOT CHORD 19-20=554/207, 4-15= 408/186, 14-15=-422/739, 13-14=-374/728, 7-12=-890/626 WEBS 2-19=272/458, 3-19=1409/822, 15-19=369/0, 3-15=345/965, 5-14=-168/292, 6-13=433/405, 7-13= 436/860, 8-12=530/1064 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-16; VuR=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Intedor(1) 6-0-0 to 17-8-0, Exterior(2R) 17-8-0 to 26-1-13, Interior(1) 26-1-13 to 31-9-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 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. electronically Signed and 4) Provide adequate drainage to prevent water ponding. sealed by Lee, Julius, PE 5) All plates are MT20 plates unless otherwise indicated. Using a Digital Signature. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' Printed COPI2S Of this 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. document are not Considered 8) Refer to girder(s) for truss to truss connections. signed and sealed and the 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 405 lb uplift atjoint 9, 210 lb uplift at signature must be verified joint20 and 772 lb uplift atjoint 19. On any electronic copies. 10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Julius Lee PE No. U869 MiTek USA, Inc. FL Cart 6634- 89f14 Parke East Blvd. Tampa FL33610 Date: May 3,2021 ®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 MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall �+ building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/I Quality Criteria, DSB-89 and BCSI Building Component 6904Parke 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 �Rudy\lega T23802102 508208 C7 ROOF SPECIAL 1 1 Job Reference (optional) Tibbetts Lumber Co, Palm Bay, FL 8A30 s Nov 30 2020 MiTek Industries, Inc. Mon May 3 16:26:14 2021 Page 1 ID:OjR?uvPCrTEdiMbCgU SxELyQZsg-m P61 lJaC H RvUEBZ?SwLv03GiooyvF_aurrUwJiZKAC N 3-4-13 10-2-7 i 17-6-15 21-0.7 26-5-3 i 31-9-15 ,33-3-7i 3-4-13 6-9-10 r 7-4-8 3-5-8 14-12 5-4-12 1-5� 4x8 = Scale = 1:75.3 3x4 = 5x6 2x4 11 3x4 = 20 19 l6 17 "b 3x4 = 3x8 = 11 109 3x4 = 2x4 11 NOP2X STP = 3x4 11 6x8 =3x4 = 4x12 = 6x6 = 2x4 11 33-3-7 2-9-3 3 - 10-2-7 17-6-15 17 -7 21-0-7 26-5-3 31.6.7 31 15 2-9-3 0- - 0 6-9-10 7-0e 0- -0 3-2-0 5-0-12 5-1-0 0. 1-5-8 Plate Offsets (X,Y)—[1:0-2-9,0-0-21,[3:0-3-0,0-3-41,[5:0-3-0,0-2-0L[12:0-5-8,0-2-81,[17:0-2-3,D-D-01 LOADING (psf) SPACING- 2-0-0 CS1. TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 TCDL 10.0 Lumber DOL 1.25 BC 0.78 BCLL 0.0 Rep Stress Incr YES WB 0.88 BCDL 10.0 -Code FBC2020frP12014 Matrix -MS DEFL. in (loc) Vdefl Ud Vert(LL) 0.2219-20 >386 240 Vert(CT) -0.11 17-19 >999 240 Horz(CT) 0.04 9 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD WEBS REACTIONS. (lb/size) 9=868/Mechanical, 20=398/0-11-5. 19=140310-8-0 Max Horz 20=528(LC 12) Max Uplift 9=-414(LC 12), 20=291(LC 12), 19=779(LC 12) Max Grav 9=1077(LC 17), 20=413(LC 2), 19=1708(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-202/400, 2-3=-520/459, 3-24=-841/293, 4-24=-735/318, 45=813/458, 5-6=592/372, 6-25=592/372, 25-26=-592/372, 7-26=592/372, 8-9=-1027/586 BOT CHORD 1-20=352/418, 19-20=-413/141, 4-15=-303/294, 14-15=548/733, 14-27=-457/685, 13-27=457/685, 7-12=-878/707 WEBS 2-20=-267/159, 2-19=178/327, 3-19=-1482/1044, 15-19=-416/0, 3-15=-499/1013, 5-14=123/294, 6-13=-371/427, 7-13=545/845, 8-12=610/1012 PLATES GRIP MT20 244/190 Weight: 265 lb FT = 20% Structural wood sheathing directly applied or 5-9-8 oc pudins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-8. Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 1 Row at midpt 7-12 10-0-0 oc bracing: 15-17, 10-12 1 Row at midpt 8-9, 5-13, 6-13, 7-13 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) G-0-0 to 3-4-13, Interior(1) 3-4-13 to 21-0-7, Exterior(2R) 21-0-7 to 27-0-7, Intericr(1) 27-0-7 to 33-1-11 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 9=414, 20=291, 19=779. 10) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No.34869 MiTek.USA, Inc. FL Cort6.634 6904 Parke East Blvd. Tampa Fl: 33610 Data; May 3,2021 ®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 Mi rekO 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 ANSLTP/i 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 Job Truss Truss Type Qty Ply Rudy Vega T23802103 508208 C8 ROOF SPECIAL 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:12 2021 Page 1 ID:Oj R?uvPC rTEdiMbCq U SxE LyQZsg-VVFMdIZyp5kOrPgQ8 Uz1 Im 09LA5tCT VtGv?pRvzKG Oz 3-2-14 84 -5 3.1212-7 196.15 2436-15 I 335-9-15 a15537, 7-4-8 2-14 51 2 5x12 = Scale=1:76.2 4x6 = Sx6 = 2x4 I I 4x6 = I- 20 " 19 18 17 '° 3x8 = 12 11 10 3x6 __ 2x4 I I 5x6 = NOP2X STP = 3x4 = 6x6 = 6x8 = 5x12 = 2x4 II 35-3-7 2-93 3- - 4 8-0-5 12-2-7 198-15 19 1 7 28-8-7 3357 33 15 M. 0- 0 5-1 8 3:;0 7-0-8 0- 8-10-0 4-10-0 -8 1-5-8 Plate Offsets (X,Y)— [1:0-1-9,0-0-2), [4:0-3-0,0-3-0), [6:0-3-0,0-2-0), [17:0-0-8,0-1-8), [19:0-3-0,0-3-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(L-) -0.34 14-15 >808 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.55 14-15 >506 240 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.04 10 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -MS Wind(LL) 0.05 19-20 >999 240 Weight:271 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-14 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 6-9. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 1 Row at midpt 8-13 10-0-0 oc bracing: 15-17, 11-13 WEBS 1 Row at midpt 9-10, 6-15. 6-14, 7-14 REACTIONS. (size) 10=Mechanical, 20=0-11-5, 18=0-8-0 Max Horz 20=542(LC 12) Max Uplift 10= 405(LC 12), 20=353(LC 12), 18=864(LC 12) Max Grav 10=1088(LC 17), 20=480(LC 2), 18=1798(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-536/319, 2-3=217/349, 3-4=759/545, 4-5=860/223, 5-6=901/475, 6-7=-587/329, 7-8=587/329, 9-10=997/576 BOT CHORD 1-20=-270/529, 19-20=374/178, 18-19=412/0, 5-15=-458/555, 14-15=-424/644, 8-13=-931/664 WEBS 2-20=356/499, 3-19= 468/133, 3-18=252/688, 4-18=1488/1093, 15-18=284/84, 4-15=674/1123, 6-15=151/292, 7-14=354/409, 8-14=-502/907, 9-13=-591/973 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 23-6-15, Exterior(2R) 23-6-15 to 29-6-15, Interior(1) 29-6-15 to 35-1-11 zone; cantilever left and right exposed; porch left exposed;C-C for members and This item has been 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 electronically signed and to the use of this truss component. Sealed by Lee, Julius, PE 4) Provide adequate drainage to prevent waterponding. using a Digital Signature. 5) All plates are MT20 plates unless otherwise indicated. Printed COp12S Of this 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document 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 are not considered will fit between the bottom chord and any other members, with BCDL = I O.Opsf. Signed and Sealed and the 8) Refer to girder(s) for truss to truss connections. signature must be verified 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 405 lb uplift at joint 10, 353 lb uplift at on any electronic copies. joint 20 and 864 lb uplift at joint 18. 10) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Julius Lee PE No U869 MiTek USA, Inc;,FL Cart 8634 6904 Parke East Blvd. Tampa FL 33910 Date; May 3,2021 ® 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not - a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall {t �r ■■■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVfiTe�• 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/rP/f 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 Job Truss Truss Type Qty Ply IRudyVega T23802104 508208 C9 ROOF SPECIAL 1 1 Job Reference (optional) Tibbetts Lumber Co, Palm Bay, FL 8.430 s Nov 30 2020 MITek Industries, Inc. Mon May 3 16:27:27 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-7SOdcHS_5t67VPe1Dm90TSnF3Euzr ZdeifHN_zKABE i 3.2-14 8-0-0 13-3-14 1 2- 17-8-0 21-10-15 3-6-15 29-8-7 35-9-15 37-3-7 3-2-2i 4 4.9.2 5-3.14 •10- 3.5.9 4.2.15 1-8-0 6-1-8 6-1-8 1-5-8 5x12 = Scale=1:73.0 2x4 I I 5x6 = 3x4 = 46 = Ib 23 22 21 20 19 1s 3x4 = 14 13 12 3x6 2x4 II 5x10 = NOP2.X STP 4x8 = 2x4 II 6x6 = = 6x6 = 5x12 = 2x4 11 37-0-7 2-9-3 3 - 4 8-0-0 13-3-14 4-2- 171 21-10-15 M -7 29-8-7 35-6-7 35 15 249-2 SS14 10. 35-9 42-15 0- 7E-0 _10-0 01- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.17 16-17 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.28 16-17 >978 240 BCLL 0.0 Rep Stress Incr YES W3 0.95 Horz(CT) 0.04 12 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.11 21-22 >999 240 Weight: 285lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD WEBS REACTIONS. (lb/size) 12=861/Mechanical, 23=574/0-11-5, 21=1554/0-8-0 Max Horz 23=489(LC 12) Max Uplift 12=-382(LC 12), 23=-458(LC 12), 21=926(LC 12) Max Grav 12=1051(LC 17), 23=596(LC 2), 21=1770(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=591/350, 2-27=191/308, 3-27=-117/318, 3-4=-1741400, 4-5=700/477, 5-6=378/0, 6-7=815/269, 7-8=-819/399, 8-9=-697/375, 11-12=-996/520 BOT CHORD 1-23=305/586, 23-29=-374/120, 22-29=374/120, 21-22=355/184, 20-21=-375/258, 7-17=208/284, 17-30=392/689, 30-31=392/689, 16-31=392/689, 16-32=375/697, 15-32=375/697, 10-15=289/327 WEBS 2-23=-461/717, 2-22=-781/410, 3-22=324/336, 5-20=691/1145, 6-20=887/732, 17-20=146/459, 6-17=-346/531, 9-16=0/350, 9-15=883/474, 11-15=591/1033, 5-21 =1 365/856, 4-22=-1226/586, 4-21=354/571 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 8-11. Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 1 Row at midpt 10-15 10-0-0 oc bracing: 17-19, 13-15 1 Row at midpt 11-12. 8-17. 9-15 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 23-6-15, Exterior(2R) 23-6-15 to 29-8-7, Interior(1) 29-8-7 to 37-1-11 zone; cantilever left and right exposed ; porch left exposed;C-C for members and farces & 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 MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (A=lb) 12=382,23=458,21=926. 10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius tee PE No.34669 Mi7ak:USA, Inc. FL Cart 6634 6904 Parke East Blvd; Tampa FL3361 D Dater May 3,2021 -- ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 ofdesign 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 �''''e�` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/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 Rudy Vega T23802105 508208 C10 ROOF SPECIAL 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:22:39 2021 Page 1 ID:OIR?uvPCrTEdiMbCgUSxE LyQZsg-z9lthT9 FayaiN Ko4j3tivo8 PbsxSzesOhG VVZnJzKGP U i 3-2-14 9.0-0 14.11.6 18.3.7 i 25-11-15 28: 5 i 33.1-7 i 37-9-15 , I39.3-7 3-2-14 5-9-2 5-11-8 3-0-1 7-8-9 2-5-0 4-8-8 4-8-8 1-5-8 Scale = 1:73.5 6x12 MT20HS 6.00 F12 5x12 = I�d 23 22 41 20 19 18 11 3x4 = 13 12 11 3x8 __ 2x4 II 3x6 6x6 = 4x8 = 4x4 II 6x6 = 4x4 = 5x12 = 2x4 11 28-4-15 39-3-7 2-9-3 - 4 9-0-0 14-11.6 183-7 25.10.15 26 -7 37-6-7 37 15 2.9-3 0- 0 5-9-2 5-11-6 3-0-1 7-7-9 0 -8 2-2-8 9-1-8 0 1-5-8 Plate Offsets (X,Y)—[3:0-3-0,0-3-0),[5:0-5-0,0-3-0),[6:0-9-14,0-3-0),[18:0.2-0,0.0-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(L-) -0.29 14-15 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.48 14-15 >607 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Horz(CT) 0.04 11 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MS Wind(LL) 0.10 20-22 >999 240 Weight: 285 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 SP No.2 `Except* 2-0-0 oc pudins (6-0-0 max.): 7-10. 14-16: 2x4 SP SS BOT CHORD Rigid ceiling directly applied or 5-11-15 oc bracing. Except: WEBS 2x4 SP No.2 10-0-0 oc bracing: 16-18, 12-14 WEBS 1 Row at midpt 10-11, 8-14 REACTIONS. (size) 11=Mechanical, 23=0-11-5, 20=0-11-5 Max Horz 23=435(LC 12) Max Uplift 11=376(LC 12), 23=-492(LC 12), 20=1000(LC 12) Max Grav 11=1072(LC 17), 23=645(LC 23), 20=1791(LC 2) FORCES- (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-498/322, 2-3=256/394, 34=746/527, 4-5=366/0, 5-6= 853/368, 6-7=794/448, 7-8=903/434, 10-11=1119/499 BOT CHORD 1-23=274/493, 22-23=372/141, 20-22=794/197, 19-20=-447/376, 6-16=0/377, 15-16=-430/904, 14-15=375/646 WEBS 2-23=-505/724, 2-22=744/417, 3-22=502/201, 3-20=645/1277, 4-20=-1501/990, 4-19=-757/1282, 5-19=835/786, 5-16=364/447, 7-16=619/144, 8-15=-105/458, 8-14=802/509, 10-14=519/1108 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-16; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, 1ntedor(1) 6-0-0 to 25-11-15, Exterior(2E) 25-11-15 to 28-4-15, Interior(1) 28-4-15 to 39-1-11 zone; cantilever left and right exposed ; porch left exposed;C-C for members and This item has been 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 electronically signed and to the use of this truss component. sealed by Lee, Julius, PE 4) Provide adequate drainage to prevent waterponding. Using a Digital Signature. 5) All plates are MT20 plates unless otherwise indicated. Printed COPIeS Of this 6) The Fabrication Tolerance at joint 6 = 12% 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered 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 signed and sealed and the Will fit between the bottom chord and any other members, with BCDL = IO.Opsf. Signature must be verified 9) Refer to girder(s) for truss to truss connections. On any electronic COPI2S. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 11=376, 23=492, 20=1000. Julius Lee PE No. U869 11) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Mi7ekU8A, Inc. FLCerts634 6904 Parke East Blvd. Tampa FL33616 Date: May 3,2021 ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19R020 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 p building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVi iTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANShTP/1 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 Vega T23802106 508208 C11 ROOF SPECIAL 1 1 IT Job Reference (optional) ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:22:43 2021 Page 1 ID:Oj R7uvPCrTEdi MbCgU Sx E LyQZsg-rw_OXgC IeA47sx6ryuxE4eJAMTFivT_cbu Unw4zKG PQ �3-2-14 i 9-0-0 UA 1-6 17-10-11 23-2-15 24-7-5 27-11-15 29-10-15i 32-4-15 39-9-15 A7-3-7 3-2-14 5-9-2 5-11-6 2-11-6 53-4 1A-6 3-4-10 1-11-0 2-8-0 7-5-0 1-5-8 6.o0 12 6x8 = 5x12 = 3vR I � Scale = 1:73.6 Ib 30 JO 29 28 27 GO 22 21 20 1e 15 14 13 23 3x6 — 5x6 = -6x8 = 5x12 = 5x12 — 4x8 = 5x12 = ._ 6x6 = 30-2-7 41-3-7 2-9-3 - 4 9-0-0 14-11-6 17-10-11 1 -3 24-3-13 24 7-5 27-11-15 29-12-15 32-4-15 3987 3 15 2-9-3 0. 0 5-9-2 5-116 2-116 0 -e 6-1-10 0. 3-0-10 1-11-0 2-2-6 7-1-8 0- 036 15-6 Plate Offsets (X,Y)— [3:0-3-0,0-3-0], [29:0-2-8 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(L-) -0.13 16-17 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.25 16-17 >999 240 BCLL 0.0 Rep Stress Incr YES W3 0.55 Horz(CT) 0.07 13 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -MS Wind(LL) 0.08 28-29 >999 240 Weight: 328 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-7 cc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 cc purlins (6-0-0 max.): 10-12. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. Except: 10-0-0 cc bracing: 25-27, 22-24, 18-20, 14-16 WEBS 1 Row at midpt 12-13, 8-21, 10-16, 6-25 REACTIONS. (size) 13=Mechanical, 30=0-11-5, 28=0-11-5 Max Horz 30=381(LC 12) Max Uplift 13=379(LC 12), 30=-447(LC 12), 28=1090(LC 12) Max Grav 13=1094(LC 17). 30=508(LC 23). 28=2112(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-496/330, 2-3=22/388, 3-4=885/939, 4-5=338/39, 6-7=944/430, 7-8=973/540, 8-9=-942/593, 9-10=1011/552, 10-11=255/149, 12-13=-1073/508 BOT CHORD 1-30=-282/492, 29-30=394/138, 28-29=576/0, 5-25=2651277, 24-25=-380/850, 17-18=-508/1036, 16-17=510/1029, 11-16=-499/540 WEBS 2-30=-391/659, 2-29=609/176, 3-29=517/232, 3-28=704/1276, 4-28=-1538/911, 25-28=699/524, 4-25=643/1301, 21-24=318/800, 8-24=170/446. 8-21=-484/300, 18-21=-356/736, 8-18=450/838, 10-18=-471/202, 10-17=0/381, 10-16=999/466, 12-16=718/1233, 6-25=1056/743 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-16; VuH=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Intedor(1) 6-0-0 to 27-11-15, Exterior(2E) This item has been 27-11-15 to 32-4-15, Interior(1) 32-4-15 to 41-1-11 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by Lee, Julius, PE to the use of this truss component. using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. Printed Copies Of this 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered 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 signed and sealed and the Will fit between the bottom chord and any other members, with BCDL = I O.Opsf. signature must be Verified 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) On any electronic COPI@S. 13=379, 30=447, 28=1090. Julius Lee PE No. U869 10) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Mitek.U5A,Inc. FL Cart6634 6904PatkeEast Blvd. Tampa FL33610 Date: May 3,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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. Betore 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 A /1�Se1.' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the M li fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?Pli Qualtly 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 �RudyVega 723802107 508208 C12 ROOF SPECIAL 1 1 Job Reference (optional) Tibbetts Lumber Co, Palm Bay, FL 8.430 s Nov 30 2020 MITek Industries, Inc. Mon May 3 16:28:23 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-UDPoMQ86v49ADOwoV W99kG6nGo1 xzPjtWPDFUzKAAM 29-11-15 3-2-11 9-0-0 14-11-6 17-10-161 23-0-9 28-2-8 211,44 3rr4-15 43-3-7 3-2-14 5-9-2 5-11E 2-11b 5-1-14 5-1-14 0 - 3 6S-0 6-10-e 14-10 6.00 F12 Scale= 1:77.0 2x4 11 5x6 = 4x8 3.58 F12 8 9 28 23 30 22 21 20 18 3x4 = 15 14 13 31 3Z 12 3x6 = 2x4 11 5x6 = 6x8 = 2x4 II 3x4 —_ 4x8 = 6x6 = 5x12 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.08 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.15 13-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(CT) 0.03 12 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.11 21-22 >999 240 Weight: 300 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except* TOP CHORD Structural wood sheathing directly applied or 5-6-14 oc purlins, 7-9,9-10: 2x6 SP No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 10-11. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: WEBS 2x4 SP No.2 1 Row at midpt 8-16 1G-0-0 oc bracing: 18-20, 14-16 WEBS 1 Row at midpt 9-13, 10-12 REACTIONS. (lb/size) 12=1024/Mechanical, 23=501/0-11-5, 21=1943/0-11-5 Max Harz 23=328(LC 12) Max Uplift 12=-417(LC 12), 23=-481(LC 12), 21=1101(LC 12) Max Grav 12=1153(LC 18), 23=546(LC 23), 21=2088(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=512/332, 2-27=62/377, 3-27=0/384, 3-4=-749/808, 4-5=26210, 5-6=-957/412, 6-7=1066/637, 7-8=993/642, 8-9=-1063/719, 9-28=11821715, 10-28=11911692 BOT CHORD 1-23=284/507, 23-30=-406/137, 22-30=-406/137, 21-22=620/11, 5-18=1073/805, 16-17=358/958, 8-16=-383/315, 13-31=-511/983, 31-32=511/983, 12-32=-511/983 WEBS 2-23=-415/727,2-22=-751/239, 3-22=-492/218, 3-21=691/1268, 4-21=-1516/887, 18-21=661/512, 4-18=-583/1241, 5-17=688/1012, 6-17=469/513, 13-16=418/753, 9-16=2041665, 9-13=-1621265, 10-13=1081291, 10-12=1306/678 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuK=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=1511; B=97ft; L=97ft; eave=l ift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 29-11-15, Exterior(2R) 29-11-15 to 35-11-15, Interior(1) 35-11-15 to 43-1-11 zone; cantilever left and right exposed ; porch left exposed;C-C for members This item has been and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to sealed by Lee, ,Julius, PE the use of this truss component. using a Digital Signature. 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. Printed Copies Of this 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 document are not considered will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Signed and Sealed and the 7) Refer to girder(s) for truss to truss connections. signature must be verified Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0=1b) 12=417, 23=481, 21=1101. on any electronic copies. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Julius Lee PE No 34869 LOAD CASE S Standard ( ) MiTekUSA,Inc,,FLCartsw 6904 Parka East Blvd. Tampa F433610 Date: May 3,2021 ®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 whh MiTek® connectors. Thls 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 fabdcalion, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/fpll Quality Criteria, DSB-89 and BCSI Building Component 6904Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Rudy Vega T23802108 508208 C13 ROOF SPECIAL 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:22:46 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-GVgX9sFex5SijPgQdlVxiHxd7hGh6kY21siRXPzKGPN 3-2.14 9-0.0 14-11-6 17-10-11 250-0 31-8-6 3S -5 40-4-15 45.3-7 3-2.14 5-9-2 571-6 2.11.66-8-6 0.10- 7-10-0 4-10-8 3.58 12 5x6 3xe II 6.00112 8 Scale = 1:79.5 23 30 22 21 20 19 3x6 = 15 14 13 12 11 4x6 = 2x4 11 5x6 = 6x8 = 3x4 11 4x4 II 48 = 3x6 II 5x12 = 18-2-3 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20201TPI2014 CSI. TC 0.89 BC 0.71 WB 0.95 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (]cc) Vdefl Ud -0.15 16-17 >999 360 -0.27 16-17 >999 240 0.03 11 n/a n/a 0.10 21-22 >999 240 PLATES GRIP MT20 244/190 Weight: 299 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (5-9-12 max.): 9-10. WEBS 2x4 SP No.2 `Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. Except: 10-11: 2x6 SP No.2 1 Row at midpt 8-16 10-0-0 cc bracing: 18-20, 14-16 WEBS 1 Row at midpt 6-16 REACTIONS. All bearings 0-11-5 except Qt=length) 11=2-0-0, 12=0-3-8. (lb) - Max Horz 23=274(LC 12) Max Uplift All uplift 100 lb or less atjoint(s) 12 except 11=410(LC 12), 23=-465(LC 12), 21=1148(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 12 except 11=1137(LC 18), 23=503(LC 23). 21=2239(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-511/336, 2-3=0/379, 34=818/933, 5-6=1215/592, 6-7=1128/742, 7-8=-1390/1056, 8-9=1300/746, 9-10=-965/502, 10-11 =-1 158/672 BOT CHORD 1-23=-288/506, 22-23=433/205, 21-22=495/0, 5-18=1163/894, 16-17=-511/1202, 8-16=-594/738 WEBS 2-23=-382/694, 2-22=687/174, 3-22=498/229, 3-21=711/1265, 4-21=-1649/970, 18-21=716/620, 4-18=688/1393, 5-17=768/1144, 6-17=358/498, 6-16=259172, 7-16=7141979, 13-16=510/852, 9-13=981/723, 10-13=-739/1434 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 31-8-6, Extedor(21R) This item has been 31-8-6 to 37-8-6, Interior(1) 37-8-6 to 45-0-11 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck sealed by Lee, Julius, PE to the use of this truss component. using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. Printed COpleS Of this 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document 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 are not considered Will fit between the bottom chord and any other members, with BCDL = 10.Opsf. signed and sealed and the 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 12 except (jt=lb) signature must be verified 11=410, 23=465, 21=1148. On any electronic copies. 8) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Julius Lee PE No: =69 MiTek USA, Inc. FL Cart $634 6904 Parke East Bivd: Tampa FLj3610 Dater May 3,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED tAITEK 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 �OTLyk° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 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 1RudyVega T23802109 508208 C14 ROOF SPECIAL 1 1 Job Reference (optional) Tibbetts Lumber Co, Palm Bay, FL 8.430 s Nov 30 2020 Mrrek Industries, Inc. Mon May 3 16:28:59 2021 Page 1 I D:01 R?uvPCrTEdiMbCgU SxELyQZsg-R9aPwkaiQ8i4XYg ic4pbCsbu9J G6PcsAoOy9bfzKA90 i 2-9-9 12-9-7 156-12 23-3-2 30-9A 32-0-15 37-0-0 42-3-0 A35�45-1-8 2-9-9 r 5-2-7 49-7 2-116 7- 7664-11-0 411-0 1-26 Scale = 1:81.0 5x6 3.58 12 3x4 11 5x6 i:'� 2x4 11 26 6 7 8 6.00 PY2 3x6 g 2x4 II 3x6 5 4 4x6 3 46 = 5x6 = 1 5x6 = 4x6 = 10 11 12 2 0 ,9 ,8 — Id 25 24 23 22 21 5x8 = 17 16 15 14 13 3x6 I 6x8 = 04 11 3x4 11 4x8 = NOP2X STP = 6x12 MT20HS = 5x12 _ 3x4 11 6x8 = 43-9-8 2-9-9 12-3-12 1 9 7 15-a-12 16 233-2 32-1-7 32 15 37-0-0 42-3-0 3" 5-1-9 2-9-9 96-3 0- 1 2-116 0 6 7-2-14 8-106 3 411-0 411-0 1-23 1-0-0 0-4-0 Plate Offsets (X,Y)— [2:0-3-0,Edge),[5:0-3-0,0-3-01.f7:0-4-0,0-2-81[19:0-4-0 0-3-01 [22:0-2-0 0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.54 23-24 >279 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -OAO 18-19 >926 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.03 14 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MS Weight: 312 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-1 oc purlins, except BOT CHORD 2x4 SP No.2 *Except* end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2, 10-12. 24-25,13-17,21-24: 2x4 SP SS BOT CHORD Rigid ceiling directly applied or 6-G-0 cc bracing. Except: WEBS 2x4 SP No.2 1 Row at midpt 8-18 6-0-0 oc bracing: 20-22 10-0-0 oc bracing: 16-18 WEBS 1 Row at midpt 5-19 REACTIONS. (lb/size) 25=209/Mechanical, 23=2149/0-11-5, 14=1246/0-8-0 Max Horz 25=270(LC11) Max Uplift 25=254(LC 8), 23=1230(LC 12), 14=-489(LC 12) Max Grav 25=233(LC 21), 23=2149(LC 1), 14=1246(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-25=247/763, 1-2=-333/1225, 2-3=-342/1251, 3-4=823/831, 4-5=357/1, 5-6=1111/576, 6-26=-11241737, 7-26=-1051/753, 7-8=1056/878, 8-27=1049/755, 9-27=1122/739, 9-10=-974/565 BOT CHORD 24-25=257/225, 23-24=-360/0, 20-22=-45/328, 5-20=1150/995, 19-20=0/365, 18-19=374/875, B-18=-210/271, 14-15=152/303 WEBS 1-24=1422/375, 2-24=-312/571, 3-24=1446/620, 3-23=629/975, 4-23=13811758, 20-23=709/591, 4-20=-572/1219, 5-19=845/1061, 6-19=506/591, 15-18=-401/860, 9-15=518/401, 10-15=-366/691, 10-14=1080/701, 7-18=322/476, 7-19=88/316 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 2-9-9, Interior(1) 2-9-9 to 30-9-8, Exterior(2R) 30-9-8 to 36-9-8, Interior(1) 36-9-8 to 44-11-12 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except T=lb) 25=254, 23=1230, 14=489. 10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PENo. 34869 MiTak U§A,1hc. FL Cert e634 6804 Parka East Blvd. TampaIFL33610 Date; A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5119,2020 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 p� '(' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing fYl M � F�. k' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PH 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 May 3,2021 Job Truss Truss Type Qty Ply Rudy Vega T23802110 508208 C15 ROOF SPECIAL 1 1 Job Reference (optional) ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:22:50 2021 Page 1 I D:OjR?uvPCrTEdiMbC gUSxE LyQZsg-8Gv2?El8?KZ8COBBstZts76LtlaG2CKeC U gfgAzKG PJ 4.1-12 4- 1 9-11-0 14-3-2 22-0-0 26.0-0 30-0-8 32-4-15 38-0-0 43-5-8 45-1-8 4-1-12 0. 5 43-5 5-3.2 7-6-14 4-0-0 4-0-8 2-0-7 5-7-1 5-5-8 1-8-0 3.58 12 5x6 26 25 au 24 23 « 5x8 = :11 s2 3x8 = 17 16 15 14 13 6x6 = 6x6 = 6x8 = 3x4 II 5x8 = 3x4 14x8 = NOP2X STP = 3x4 11 6x6 = 4-8-11 32.4-15 45-1-8 4.1-12 4-3112 9-0-0 i 14-3-2 14$r10 2N1-0 30-0-8 32-1-7 39-0-0 435-8 43r9-8 ' 4-1-12 0 435 0.'i8 7-5-6 2-0.15 5-7-1 5-544 -0 Scale = 1:81.9 Plate Offsets (X,Y)— [4:0-2-0,0-3-01, [6:0-3-0,0-3-0] [8:0-4-0,0-2-81 [10:0-3-0,0-301, [18:0-5-12,0-2-81, [20:0-3-8,0-3-41, I2L0-6-o 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.24 19-20 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.42 19-20 >999 240 BCLL 0.0 Rep Stress Iner YES WB 0.58 Horz(CT) 0.09 14 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Mat ix -MS Wind(LL) 0.17 20-21 >999 240 Weight: 330 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD WEBS REACTIONS. (size) 26=Mechanical, 14=0-8-0, 25=0-11-5 Max Horz 26=304(LC11) Max Uplift 26=951(LC 17), 14=-649(LC 12), 25=1228(1_C 12) Max Grav 26=227(LC 12), 14=1795(LC 18), 25=3132(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-920/1793, 34=820/413, 4-5=2273/1256, 5-6=2340/1373, 6-7=2344/1506, 7-8=-1616/1156, 8-9=1742/1254, 9-10=1815/1192, 10-11=1456/847 BOT CHORD 25-26=-1431/797, 24-25=1422/801, 5-21=-435/422, 20-21 =-1 104/2346,19-20=882/1952, 18-19=-707/1587 WEBS 3-24=-1348/2735, 4-24=1498/913, 21-24=-277/791, 4-21=-842/1640, 6-20=402/429, 7-20=-389/836, 7-19=812/568, 8-19=710/1078, 9-19=-286/361, 15-18=-608/1066, 10-18=139/549, 10-15=792/606, 11-15=747/1419, 11-14=1709/1100, 3-25=2341/1262, 2-25=689/420, 2-26=1011/1906 Structural wood sheathing directly applied or 3-1-2 cc purlins, except end verticals, and 2-0-0 cc purlins (6-0-0 max.): 1-2. Rigid ceiling directly applied or 2-2-0 do bracing. Except: 1 Row at midpt 9-18 10-0-0 cc bracing: 21-23, 16-18 1 Row at midpt 5-20. 7-19. 8-19, 9-19 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 4-1-12, Interior(1) 4-1-12 to 30-0-8. Exterior(21R) 30-0.8 to 36-0-8, Interior(1) 36-0-8 to 44-11-12 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 Indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any Other members, with BCDL = 10.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 26=951, 14=649, 25=1228. 10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34869 Mitak,ttSk, Inc. FL Gait 6634' 6904 Parke East Blvd. Tampa FL33610 Date: May 3,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119,2020 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 pp p� T building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing AVI� I.Pi �° 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/rPll 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 Tampa, FL 36610 Job Truss Truss Type Qty Ply Rudy Vega T23802111 508208 C16 ROOF SPECIAL 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:22:52 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg4f1 oOvJP WxDsRKlazHcLxYBfa6MOWJJxgn9ll3zKGPH i 2-9-7 5.5-15 9-0-0 14-3-2 22-0-0 29.3.6 31-6-6 38-0-0 43-5-8 45-1-8 2-9-7 T 2.6-9 3-6-1 5-3-2 7-8-14 7.3-8 2-2-13 6-5-10 5.5-8 1.8.0 3.58 F12 5x6 3x4 11 25 A 24 23 22 21 Zu 6x8 = Ju J116 15 14 13 12 3x4 11 6x8 = 2x4 11 5x8 = 3x4 11 3x4 I I 5x8 = NOP2X STP = 6x8 = 3x4 I I 6x6 = 45-1-8 i 2-9-7 5-1•15 9-0-0 14-3-2 14 110 I-_ i 31-2-14 31r68 39-0-0 435-8 43�-6 2-9-7 2-843 34i•1 6-3-2 0- 7S-0 9-2-14 6-5-10 5-5-0 0-0-0� 1-4-0 Scale = 1:83.5 LOADING (psf) SPACING- 2-0 0 CSI. DEFL. in ([cc) Vdefl Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.38 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 1 BC 0.58 Vert(CT) -0.66 17-18 >739 240 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.14 13 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.18 18-19 >999 240 Weight: 326 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* 18-19,17-18: 2x4 SP SS BOT CHORD WEBS 2x4 SP No.2 WEBS REACTIONS. (size) 25=Mechanical, 24=0-11-9, 13=0-8-0 Max Horz 25=304(LC11) Max Uplift 25=REL, 24=-1559(LC 12), 13=671(LC 12) Max Grav 25=649(LC 12), 24=2020(LC 17), 13=1984(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-25=-1004/36, 1-2=781/54, 2-3=781/54, 34=2237/666, 4-5=3296/1369, 5-6=277711409, 6-7=2806/1592, 7-8=2135/1412, 8-9=-2137/1236, 9-1 0=-1 640/876 BOT CHORD 24-25=-304/240, 23-24=42/1464, 22-23=-41/1468, 5-19=0/321, 18-19=-1169/3320, 17-18=-667/1844, 8-17=341/424 WEBS 1-24=-93/1314, 3-24=2164/1186, 3-22=943/1207, 4-22=1210/854, 19-22=535/2233, 4-19=-702/1158, 5-18=675/145, 6-18=499/586, 7-18=-644/1506, 7-17=369/634, 14-17=-625/1436, 9-17=112/666, 9-14=921/617, 10-14=780/1632, 10-13=1899/1126 Structural wood sheathing directly applied, except end verticals, and 2-0-0 cc purlins (6-7-5 max.): 1-3. Rigid ceiling directly applied or 6-0-0 cc bracing. Except: 1 Row at midpt 8-17 10-0-0 cc bracing: 19-21, 15-17 1 Row at midpt 5-18, 7-18 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 5-5-15, Interior(1) 5-5-15 to 29-3-8, Exterior(2R) 29-3-8 to 35-3-8, Interior(1) 35-3-8 to 44-11-12 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live lead of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rd between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 24=1559,13=671. 10) "X indicates Released bearing: allow for upward movement at joint(s) 25. 11) Graphical purin representation does not depict the size or the orientation of the purlin along the tap and/or bottom chord. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. W69 fill Tek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL33610 Date: May 3,2021 ®WARNING -Vedy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5119,2020 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 verilythe 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 �fiiTek° Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rP/t Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety /nformadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Rudy Vega T23802112 508208 C17 Roof Special 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:22:54 2021 Page 1 I D:Oj R7uvPC rTEdiM bCgU SxELyQZsg-119YrbLf2ZTaheRz5 iepOzGO Qvw2_LIE75espxzKGP F Ni8-10-2 9.0.0 14.11.0 22.0-0 2&6-9 -6 37.0.0 43.5.8 5-1-8 9• 6.0.12 2-1-14 5-11-0 7-1.0 0- 1- 3 7.5-10 6.5-8 1.8.0 3.58 12 5x6 3x6 11 6.00 12 7 8 Scale = 1:85.1 23 22 21 2u L6 4x8 = [a 163U15 14 13 12 6x16 = 6x8 = 3x4 11 5x8 = 4x4 I1 5x8 = NOP2X STP = 3x4 II 6x6 = 03-7 45-1-0 0..1to 9-0-0 1411-0 15r.2-8 22-0-0 29-2-14 29 6 37.0-0 43-5-6 43,�,A� 0. -1 &2-9 5-it-0 0-3-8 6-9A 7-2-14e 7-5-10 0-5-11 14-0 LOADING (psf) SPACING- 2-0-0 CS'_ DEFL. in ([cc) VdeN Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.27 17-18 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.48 17-18 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.16 13 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.24 18-19 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* 17-19: 2x4 SP SS BOT CHORD WEBS 2x4 SP No.2 WEBS REACTIONS. (size) 23=0-11-5, 13=0-8-0 Max Horz 23=303(LC 11) Max Uplift 23=721(LC 12), 13=-758(LC 12) Max Grav 23=1978(LC 17), 13=2118(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-23=-328/295, 34=2888/1524, 4-5=3542/1912, 5-6=2912/1703, 6-7=-2931/1864, 7-8=-2302/1672, 8-9=2300/1447, 9-10=1904/1077 BOT CHORD 22-23=-1219/2659, 5-19=0/320, 18-19=1629/3545, 17-18=-826/2021, 8-17=428/548 WEBS 2-23=-547/595, 3-23=2888/1534, 3-22=252/697, 4-22=-837/559, 19-22=-1260/2851, 4-19=-350/691, 5-18=847/444, 6-18=-445/533, 14-17=-808/1528, 9-17=-80/570, 9-14=840/657, 10-14=915/1790, 10-13=2048/1301, 7-17=533/762, 7-18=843/1575 PLATES GRIP MT20 244/190 Weight: 335 lb FT = 20% Structural wood sheathing directly applied or 2-9-10 cc purlins, except end verticals, and 2-0-0 cc purlins (6-0-0 max.): 1-3. Rigid ceiling directly applied or 2-2-0 cc bracing. Except: 1 Row at midpt 8-17 10-0-0 cc bracing: 19-21, 15-17 1 Row at midpt 3-23, 5-18, 7-18 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 6-1-12, Interior(!) 6-1-12 to 28-6-9, Exterior(2R) 28-6-9 to 34-6-9, Interior(1) 34-6-9 to 44-11-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 23=721. 13=758. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No:34869 Milrak USA, lnc.,FL Cart 8634 6904 Parke East Blvd. Tampa FL•33610 NO: May 3,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 p p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing p 0 ( is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the Tek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPN 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 Rudy Vega T23802113 508208 C18 ROOF SPECIAL 1 1 Job Reference o tional Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MTek Industries, Inc. Mon May 3 08:22:56 2021 Page 1 ID:OjR?uvP CrTEdiMbCgUSxELyQZsg-zQHJGHMvaAjHwxbLC7gH60MKJjf4SGV WbP7zugzKGPD i 4-3-15 8-2-6 12-6-0 16-11-0 i 22-4-0 27-9-9 35 0-0 i 43-5.8 48-5-8 i ' 43-15 3-10.7 47 '10 i 4-5.0 5-5-0 5-5-9 7-1-7 7-9-8 5' 5x12 = 3.58 f12 6.00112 23 ze za 22 21 20 19 3u 3x6 — 31 14 15 6x6 = 5x6 = 6x8 = 3x4 II _ 4x4 II NOP2X STP = 5xS — 5x12 = Scale = 1:90.7 13 12 11 6x8 = NOP2X STP = NOP2X STP = 6x6 = 3x6 II LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020lrP12014 CSI. TC 0.91 BC 0.83 WB 0.85 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in ([cc) Vdefl Ud -0.20 17-18 >999 360 -0.37 17-18 >999 240 0.12 11 n/a n/a 0.19 17-18 >999 240 PLATES GRIP MT20 244/190 Weight: 357 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purlins, 7-8: 2x4 SP SS except end verticals, and 2-0-0 cc purlins (3-10-13 max.): 1-3. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-6-10 cc bracing. Except: WEBS 2x4 SP No.2 *Except* 1 Row at midpt 7-16 1-23,10-11: 2x6 SP No.2 10-0-0 cc bracing: 18-20, 14-16 WEBS 1 Row at midpt 2-23, 5-17, 6-16, 9-13 REACTIONS. (size) 23=0-8-0, 12=0-8-0, 11 =0-8-0 Max Harz 23=343(LC 11) Max Uplift 23=702(LC 12), 12=1163(LC 12), 11=-589(LC 17) Max Grav 23=1905(LC 17), 12=2916(LC 18), 11=96(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2256/1211, 3-4=2565/1438, 4-5=2879/1627, 5-6=-2418/1490, 6-7=-1843/1291, 7-8=-1993/1305, 8-9=1667/950, 9-10=-475/1015, 10-11=262/567 BOT CHORD 22-23=-427/1457, 21-22=910/2458, 5-18=-58/458, 17-18=-1139/2924, 16-17=912/2449, 7-16=-540/1060, 12-13=832/478 WEBS 2-23=-2064/1220, 2-22=849/1752, 3-22=1153/785, 3-21=-207/286, 4-21=-733/444, 18-21=-1021/2578, 4-18=150/454, 5-17=769/380, 6-17=-226/871, 6-16=-1217/650, 13-16=-587/1192, 8-16=96/571, 8-13=877/682, 9-13=-1136/2387, 9-12=-2548/1520, 10-12=-835/644 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift; This item has been Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-2-12 to 6-2-12, Interior(l) 6-2-12 to 27-9-9, Exterior(21R) 27-9-9 to 33-9-9, Interior(1) 33-9-9 to 48-2-12 zone; Cantilever left and right exposed ; porch right exposed;C-C for electronically signed and members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 sealed by Lee, Julius, PE 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific using a Digital Signature. to the use of this truss component. Printed copies Of this P 4) Provide adequate drainage to prevent water pending. 5) All plates are MT20 plates unless otherwise indicated. document are not Considered 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. signed and Sealed and the 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 signature must be verified Will fit between the bottom chord and any other members, with BCDL = 10.Opsf. On any electronic copies. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 23=702. 12=1163, 11=589. Julius Lee PE, No; V1869 9) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Mitek UsA, ipc: FL tort034 6904 Parke. East Blvd. Tampa FL 33616 Date: May 3,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 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 properly incorporate this design Into the overall r building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI117P11 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 Job Truss Truss Type Qty Ply Rudy Vega T23802114 508208 C19 ROOF SPECIAL GIRDER 1 3 Job Reference o floral I Watts LUmDer Company, valm nay, FL - 6ZUUb, 6.430 s Apr ZU ZUZ1 MI I eK Industries, Inc. Mon May 3 UB:23:U2 2U21 Page 1 ID:OIR?uvP CrTEd iM bCgUSxE LyQZsg-oaea WKRgAOTRes3VZO nh LfbQw8frszOPzLaH5UzKGP7 2-40 7-0.0 12-7-0 1911-0 2333 2 -10. 28-2-13 31-7-8 36-4-0 41-2-0 45-7-0 50-5-8 2-40 4-&0 5-7-0 8-6-0 4-2-3 -&1 3-4-11 3-4-11 4-8-8 4.10.0 4-5-0 4-10-6 6x10 = 3.5812 Scale = 1:110.4 3x4 11 5x6 6.00 12 6 7 8 7x8 i 6x6 5 9 5x6 5x6 10 5x12 = 2x4 II 7x8 = 4 11 12 13 5x6 i 3x6 i 3 2 rr 1 1 19 Id d 31 27 A 26 32 33 34 25 35 A 48 24 37 5d938 20 0139 40 41 42 43 44 45 46 47 THD26 23 22 8x8 —_ 18 17 16 15 14 NOP2X STP = 4x4 = 8x8 = THD26 8x12 = THD26 3x6 11 5x10 11 8x8 = 7x8 = 10x10 = NOP2X STP = 2x4 II NOP2XSTP = THD26 THD26 12x16 = 6x8 = THD26 THD26 THD26 THD26 3x8MT20HS II 4x6 = THD26-2 THD26 THD26 BAD = THD26 THD26 THD26 THD26 THD26 THD26 THD26 THD26. THD26 THD26 24-0 2-0-0 7-0-0 12-7-0 19-1-0 23-3-3 -10- 28-2-13 31-7-8 36-0-0 41-2-0 45-7-0 50-5-8 2-0-0 4-8-0 5-7-0 6-6-0 423 -8-1 3-0-11 3-0-it 4A-8 4-10-0 45-0 4-10A 04-0 Plate Offsets (X,Y)— [3:0-2-12,0-3-0], [5:0-4-0,0-2-0], [6:0-3-8,0-2-4], [8:0-2-0,0-2-0], [10:0-3-0,0-3-0], [14:Edge,0-5-8], [16:0-4-0,0-4-8], [17:0-2-8,0-4-0], [19:0-5-12,0-4-8], (20:0-3-8,0-4-8], (21:0-3-8,0-3-41, [23:0-8-0,0-6-4] [24:0-48 0-4-12] [25:0-4-0 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(L-) -0.27 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.48 17-18 >781 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(CT) 0.16 14 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.29 17-18 >999 240 Weight: 1460 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.1 'Except' 7-22,9-18: 2x4 SP No.2, 22-24: 2x8 SP No.2 BOT CHORD WEBS 2x4 SP No.2 *Except* WEBS 13-14,5-24,6-23: 2x6 SP No.2, 5-23,11-15,13-15,8-21: 2x4 SP SS REACTIONS. All bearings 0-8-0 except (jt=length) 24=0-4-0. (lb) - Max Horz 27=366(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 14=-4939(LC 8). 26=2468(LC 8). 24=10732(LC 8) Max Grav All reactions 260 lb or less atjoint(s) except 14=12931(LC 20), 27=540(LC 11), 26=2578(LC 36), 24=27489(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-147/457, 2-3=850/438, 3-4=342/181, 4-5=2157/5476, 5-6=-17031779, 6-7=-2949/1297, 7-8=3149/1335, 8-9=7367/2934, 9-10=-10645/4140, 10-11=-12497/4778, 11-12=8652/3302, 12-13=-865213302, 13-14=11699/4515 BOT CHORD 1-27=-344/144, 26-27=A40/348, 25-26=422/803, 24-25=381/480, 21-22=-802/294, 7-21=-272/512, 20-21=2637/7059, 19-20=-3851/10185, 18-19=-664/1892, 9-19=-2962/7930,17-18=472/1266,16-17=-4992/13099,15-16=4992/13099, 23-24=4861/2015, 22-23=301/783 WEBS 2-27=-562/0, 2-26=144/768, 3-26=766/653, 3-25=488/468, 4-25=-2206/6720, 4-24=-6467/2408, 5-24=176847115, 5-23=-6064/15576, 6-23=-9491/3674, 21-23=386/864, 6-21=4155/10622, 9-20=7742/3005, 17-19=-4155/10916, 10-19=-3100/1209, 10-17=1031/2867, 11-17=-1901l776, 11-16=1456/4076, 11-15=7735/2940, 12-15=284/255, 13-15=-5484/14377, 8-20=A383/11442, 8-21 =-1 1351/4457 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 11-13. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 5-24 NOTES- 1) 3-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc, 2x4 - 1 row at 0-9-0 oc, 2x8 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 _ontinued on page 2 This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No, 34869 MiTakuSA, Inc. FL Cart 6634 6004 Parke East Blvd. Tampa FL 33610 Date; May 3,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19r2020 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 M iTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/fPI1 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 Job Truss ----J Truss Type Qty Ply Rudy Vega T23802114 508208 C19 ROOF SPECIAL GIRDER 1 q J Job Reference (optional) I looetts Lumber L:ompany, Valm Bay, FL - 3Z9Ub, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:02 2021 Page 2 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-oaeaWKRgAOTRes3VZOnhLfbQw8f rszOPzLaH5UzKGP7 NOTES- 5) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load ncnconcurrent 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, with BCDL = 10.Opsf. 10) Bearing atjoint(s) 24 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide metal plate or equivalent at bearing(s) 24 to support reaction shown. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4939 lb uplift at joint 14, 2468 lb uplift at joint 26 and 10732 lb uplift at joint 24. 13) "A" indicates Released bearing: allow for upward movement at joint(s) 27. 14) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15) Use USP THD26-2 (With 18-16d nails into Girder & 12-1 Od nails into Truss) or equivalent at 6-4-4 from the left end to connect truss(es) to front face of bottom chord. 16) Use USP THD26 (With 18-16d nails into Girder & 12-1 Od x 1-1/2 nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 8-3-8 from the left end to 48-3-8 to connect truss(es) to front face of bottom chord. 17) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-60, 6-11=60, 11-13=-60, 1-22=20, 19-21=20, 14-18=-20 Concentrated Loads (lb) Vert: 25=-1732(F) 20=-1697(F) 17=-1229(F) 31=421(F) 32=1478(F) 33=-1732(F) 34=-1732(F) 36=1732(F) 37=1732(F) 38=1741(F) 39=1619(F) 40=1223(F) 41=-1235(F) 42=1229(17) 43=1614(F) 44=-1661(F) 45=1733(F) 46=1733(F) 47=1733(F) 48=-1732(F) 50=-1732(F) 51=1732(F) WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED tAI7EK REFERENCE PAGE M11•7473 rev. 6/1912020 BEFORE USE. Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not - a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall p q building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTek° is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS17rP/1 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 Job Truss Truss Type Qty Ply Rudy Vega T23802115 508208 CA Comer Jack 16 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 2x4 = 8.430 s Apr 20 2021 MTek Industries, Inc. Mon May 3 08:23:15 2021 Page 1 ID:Oj R7uvP C rTEdiM bCgUSxE LyQZsg-v4wUFnbg606bisY7gd WIN Oen M NKWP3YJys ET2 EzKGOw 1-0-0 1-0-6 1-0-0 11-0-0 Scale = 1:7.2 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-D-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.08 BC 0.06 WB 0.00 Matrix -MP DEFL. in Vert(L-) -0.00 Vert(CT) -0.00 Horz(CT) 0.00 (]cc) Vdefl L/d 6 n/r 120 6 n/r 120 n/a n/a PLATES GRIP MT20 244/190 Weight: 3 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. REACTIONS. (size) 2=Mechanical, 3=Mechanical Max Horz 2=70(LC 1), 3=75(LC 12) Max Uplift 2=71(LC 12) Max Grav 2=79(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-273/97 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 71 lb uplift at joint 2. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No.34869 Miiek, USA, Inc. FL Cert 8634 6804 Parke East Blvd. Tampa FL33610 Date: May 3,2021 A 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 Miiek® 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 �'T`y�° 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 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 Rudy Vega T23802116 508208 CAA Comer Jack 8 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 2x4 = 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:17 2021 Page 1 ID:OjR7uvPCrTEdiMbCgUSxELyQZsg-sT2FgTd4edMJxAiNx1 YDSpj6_801 tzl cQAja66zKGOu 1-0-0 1-0-0 Scale = 1:7.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 6 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.00 6 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2020[TPI2014 Matrix -MP Weight: 3 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 2=Mechanical, 3=Mechanical Max Horz 2=73(LC 1), 3=78(LC 12) Max Uplift 2=71(LC 12) Max Grav 2=79(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=282/100 BOT CHORD 1-3=73/253 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterier(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 71 lb uplift at joint 2. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic. copies. Julius Lee PE No. 34869 MiTek USA, Inc. FL Cart 6634, 6904 Parke East Blvd. Tampa FL33610 Date; May 3,2021 ®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 properly Incorporate this design Into the overall �• buildingdesign. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing It A're1�' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the iV Il fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIMP/i quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply �Rudy\fega T23802117 508208 CJ2 Comer Jack 4 1 Job Reference (optional) ribbetts Lumber Co, Palm Bay, FL 3x4 = 8A30 s Nov 30 2020 MTek Industries, Inc. Mon May 3 16:30:20 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-Zkz1wRYVL1val?NHsbmb_xsgtzl NuSH5Q63xxTzKABX 2-1-4 Scale = 1:9.9 PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HORZ. REACTIONS SPECIFIED BELOW. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.00 6 n/r 120 TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.01 3 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 2=163/Mechanical, 3=0/Mechanical Max Horz 2=154(LC 1), 3=164(LC 12) Max Uplift 2=146(LC 12) Max Grav 2=163(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=592/207 BOT CHORD 1-3=154/531 PLATES GRIP MT20 244/190 Weight: 7 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-1-4 oc puriins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.16; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck 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 atjoint(s) except (jt=lb) 2=146. LOAD CASE(S) Standard This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julflu Lea PENo.94869 woli.USA, !no. FL cart 8634 6 w Parke East Blvd. Tampa FU3610 Date; May 3,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19i2020 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 Wit a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall p� qq building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYi��ek� is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rPl1 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 Rudy Vega T23802118 508208 CJ3 Comer Jack 2 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 3-0-0 8,430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:18 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-KfcdtodiOxUAZKHaV13S?1 GFJaLjcQkmegS7fYzKGOt I$ Scale = 1:17A 2x4 II NOP2). STP — 2-0.0 3-0-0 2-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.00 4 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.01 4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) -0.01 2 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MP Wind(LL) 0.01 4 >999 240 Weight: 15 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 *Except* BOT CHORD 1-4: 2x4 SP No.2 REACTIONS. (size) 5=0-8-0, 2=Mechanical, 3=Mechanical Max Horz 5=73(LC 12) Max Uplift 2=79(LC 12), 3=-15(LC 12) Max Grav 5=108(LC 1), 2=99(LC 17), 3=54(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 3-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint 2 and 15 lb uplift at joint 3. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lea PE No. U869 MiT0k,6SA; Inc. FL Cert 434 69b4 Parke,East Blvd. Tampa FL33616 Data: May 3,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED F."ITEK 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 f� 10 Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the M''''el.Al' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PH 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 my Ply T23802119 508208 CJ3A CORNERJACK 12 1 �RudyVega Job Reference (optional) Tibbetts Lumber Co, Palm Bay, FL 3-0-0 3-0-0 BA30 s Nov 30 2020 MTek Industries, Inc. Mon May 3 16:31:22 2021 Page 1 ID:Oj R7uv P CrTEdiMbCgU SxELyQZsg-IfjTxd 1014jnBX6B Uct7V000Ay9FPTgD gl5D7tzKA7Z 3x6 11 5NOP2X STP = LOADING (psf) SPACING- 2-0 0 CSI. DEFL. in (loc) ydefl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.00 5 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.50 Vert(CT) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.04 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Wlnd(LL) -0.00 5 >999 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 3=-153/Mechanical, 4=184/Mechanical, 5=571/0-8-0 Max Horz 5=79(LC 12) Max Uplift 3=-153(LC 1), 4=184(LC 1), 5=-397(LC 12) Max Gram 3=89(LC 12). 4=120(LC 12), 5=571(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=292/711 Scale = 1:12.1 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 cc purlins. 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Gt=lb) 3=153,4=184,5=397. LOAD CASE(S) Standard This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No.U869 MiTak IISA, I= FL Cart 6634 6904 Parke East Blvd. Tampa FL33610 Date: May 3,2021 ®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 Wss 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 ivtiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rP/f 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 Job Truss Truss Type Qty Ply T23802120 508208 CJ38 CORNERJACK 2 1 �RuclyVega Job Reference (optional) Tibbetts Lumber Cc, Palm Bay, FL ADEQUATE SUPPORT REQUIRED 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon May 3 16:32:372021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-251ggHCR57A8h2LcOsjj1 gdGNBpwUPBGwwlhFOzKA60 3-0-0 3-0-0 Scale = 1:12.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.10 3 >338 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.03 3 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC20201TPI2014 Matrix -MP Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP SS TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x8 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 1=123/Mechanical, 2=107/Mechanical, 3=-0/Mechanical Max Horz 1=371(LC 1), 3=418(LC 12) Max Uplift 1=-93(LC 12), 2=113(LC 12) Max Grav 1=123(LC 1), 2=107(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 1-3=371/1515 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck 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) 1 except Qt=lb) 2=113. LOAD CASE(S) Standard This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. WOO MiTek USA, Inc. FL Cert 0634 6304 Parke East Blvd. Tampa FL 33610 Date: May 3,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 properly incorporate this design Into the overall pp q� building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYI� P,. �' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI11"P/1 Quality Criteria, DSB-89 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 Qly Ply Rudy Vega T23802121 508208 CJ3C Comer Jack 2 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL-32905, 2-8-0 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:20 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-G2jNlUfzwYktodRycA6w4SLahOxe4J7268xEjRzKGOr LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.00 5 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.39 Vert(CT) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(CT) 0.03 3 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MP Wind(LL) -0.00 5 >999 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 Max Horz 5=70(LC 12) Max Uplift 3=109(LC 1), 4=-132(LC 1), 5=290(LC 12) Max Grav 3=51(LC 12), 4=75(LC 12), 5=449(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-237/606 Scale = 1:12.2 PLATES GRIP MT20 244/190 Weight: 11lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc purlins. 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrrPI 1. 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 4) All plates are MT20 plates unless otherwise indicated. 5) Gable studs spaced at 2-0-0 Do. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 lb uplift at joint 3, 132 lb uplift at joint 4 and 290 lb uplift at joint 5. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No.34669 MiTek USA, Inc. FL Cert e634 6904 Parke East Blvd. Tampa FL33610 Date: May 3,2021 -- WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED PAREK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design wild 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 is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the � V� 1 A'"['R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?Pl1 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 City Ply Rudy Vega T23602122 508208 CJ5 Comer Jack 8 1 Job Reference o tional Tibbetts Lumber Company, Palm Bay, FL - 32905, 5-0-0 5 NOP2X STP = 2x4 II 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:21 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-kEHmVggbhstkQnO9Atd9cfukaoJOpm WCLohoFtzKGOq Scale = 1:19.1 2-0-0 ,2-0-0, 5-0-0 2-0-0 04-0 2-8-0 Plate Offsets (X,Y)— [1:0-1-0,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.29 Vert(CT) 0.01 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.04 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 Max Horz 5=132(LC 12) Max Uplift 3=56(LC 12). 4=-13(LC 1). 5=220(LC 12) Max Grav 3=66(LC 17). 4=28(LC 10). 5=374(LC 1) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=311/115 BOT CHORD 1-5=-1231305 WEBS 2-5=-237/553 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 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. This Item has been 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint 3, 13 lb uplift at joint 4 electronically signed and and 220 lb uplift at joint 5. sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No.3"69 MiTek, USA; Inc,FLCart 6634 6904 Parke East Blvd. Tampa FL33610 Date: May 3,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED FAITEK REFERENCE PAGE Mll-7473 rev. 5/19262g 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 l�° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MfT�yIl fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/f Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Rudy Vega T23802123 508208 CJ5A CORNER JACK 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:22 2021 Page 1 ID:Oj R?uvPCrTEdiMb Cq USx E LyQZsg-C Qr8jAhDS9?b2xaLkb809tQpq BY W YE H LZSQ LoKzKGOp 5-0-0 J 5-D-0 Scale = 1:17.1 N Lh N SUPPORT REQUIRED NOP2XSTP = Plate Offsets (X,Y)— ]1:0-1-0,0-0-0] ]2:0-3-2,0-0-8] LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.16 4-7 >355 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.05 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 2 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 19 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 1=Mechanical, 2=Mechanical, 4=0-7-10 Max Horz 1=126(LC 12) Max Uplift 1=136(LC 12), 2=-125(LC 12), 4=74(LC 12) Max Grav 1=188(LC 1), 2=140(LC 17), 4=100(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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 lb uplift at joint 1, 125 lb uplift at joint 2 and 74 Ito uplift at joint 4. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No: U869 MiTek USA, Inc. FL Cart 6634 6804 Parke East Blvd. Tampa FL 33610 Date: May 3,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. SI 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 WOW building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing V1 iTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANS11rPll Quality Criteria, DSB-89 and BCS/Building Component 6904 Parke East Blvd. Satety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Rudy Vega T23802124 508208 CJ5F Comer Jack 1 1 Job Reference o tional ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:22 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-CQr8jAhDS9?b2xaLkb809tQw9BddYD1LZSQLoKzKGOp 5-0-0 5-0-0 Scale = 1:19.1 5 NOP2X STP = axe II Plate Offsets (X Y)— [1:0-3-0 0-1-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.01 4-5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC OA2 Vert(CT) 0.01 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.08 Horz(CT) -0.04 3 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -MP Wlnd(LL) -0.01 4-5 >999 240 Weight: 21 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.0-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 Max Horz 5=133(LC 12) Max Uplift 3=-49(LC 12), 4=-132(LC 1), 5=333(1_C 12) Max Grav 3=48(LC 17), 4=71(LC 12), 5=636(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=277/127 BOT CHORD 1-5=-122/305 WEBS 2-5=272/454 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 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. This Item has been 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 49 lb uplift atjoint 3, 132 lb uplift at joint electronically signed and 4 and 333lb uplift at joint 5. Sealed by Lee, Julius, PE 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 155 lb down and 178 lb up at using a Digital Signature. G-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Printed Copies Of this LOAD CASE(S) Standard document are not considered 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 signed and sealed and the Uniform Loads (pif) signature must be verified Vert: 1-3=60, 1-4=20 on any electronic copies. Concentrated Loads (lb) Vert: 1 =1 38 Julius Lee PE No. U869 Mi7ak USA, Inc. FL Cert 6634 6864 Parke East Blvd. Tampa F03610 Date: May 3,2021 ®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 MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properlyincorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANS111711 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 Rudy Vega T23802125 508208 CJ6 Comer Jack 4 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MTek Industries, Inc. Mon May 3 08:23:23 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-gcPWwWhrDT7Sf59Xllfdi4z72b1 UHf1 Vo6AuKmzKGOo 4-4-8 i 6-2-12 4-4-8 1-10-4 Scale = 1:22.1 g 3X4 = NOP2X STP = 2x4 II 2-0-0 -4- 4-4-8 -8- 612-12 2-0-0 -4- 2-0.8 3- 1-6-12 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 TCDL 10.0 Lumber DOL 1.25 BC 0.19 BCLL 0.0 Rep Stress Incr YES WB 0.10 BCDL 10.0 Code FBC2020/rP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (size) 4=Mechanical, 5=Mechanical, 9=0-8-0 Max Horz 9=165(LC 12) Max Uplift 4=69(LC 12), 5=-13(LC 9), 9=211(LC 12) Max Grav 4=101(LC 17), 5=57(LC 10), 9=401(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-462/178 BOT CHORD 1-9=-128/463 WEBS 2-9=-326/543 DEFL. in (]cc) Vdefi Ud PLATES GRIP Vert(L-) -0.02 7 >999 240 MT20 244/190 Vert(CT) -0.03 7 >999 180 Horz(CT) 0.01 4 n/a n/a Weight: 27 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 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 rd between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 lb uplift at joint 4, 13 lb uplift at joint 5 and 211 lb uplift at joint 9. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lea PE No.34669 MiTek t1SA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 3,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED PAITEK REFERENCE PAGE Mll-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 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 4 ek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Mi l fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rPl1 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 i City Ply Rudy Vega T23802126 508208 CJ9 Comer Jack 4 1 Job Reference (optional) ribbetts Lumber Company, Palm Bay, FL - 32905. 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:24 2021 Page 1 ID:OIR?uvPCrTEdiMbCgUSxELyQZsg-8pzu8siT nFJHFkkrOAsEIWAm?lyO6Ee1mvSsCzKGOn 4-4-8 4-4-0 Scale = 1:28.1 NOP2X STP = 2x4 II z-ao a� 9 s-e 42416 4-8-0 8-8-8 2-0-0 -4- 2-0-8 -3- 4-0-8 Plate Offsets (X,Y)— [1:0-1-1,0-0-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.20 7 >374 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.20 7 >378 180 MT20HS IB7/143 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) -0.10 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 35 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 4=Mechanical, S=Mechanical, 9=0-8-0 Max Horz 9=221(LC 12) Max Uplift 4=140(LC 12), 5=-6(LC 12), 9=226(LC 12) Max Grav 4=195(LC 17), 5=101(LC 3), 9=480(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-475/179 BOT CHORD 1-9=-129/467 WEBS 2-9=-414/561 NOTES- 1) Wind: ASCE 7-16; VuR=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) 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. This Item has been 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 140 lb uplift at joint 4, 6 lb uplift at joint 5 electronically signed and and 226lb uplift at joint 9. sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No.34889 MiTek USA, Inc; FL Cart e.634 6904 Parke.East Blvd. Tampa FL 33610 Date: May 3,2021 ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119.2020 BEFORE USE. �' Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy Incorporate this design into the overall p q building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �y{iT�k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rP/i Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety on, available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Rudy Vega T23802127 508208 CJ10 Comer Jack 2 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:16 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-NGUtS7cStJESK07BNK1_vcBognSLBUQTBWzl agzKGOv 4-4-8 7-0-0 10-4-4 4-4-8 2-7-8 3-4-4 3x4 = NOP2X STP = 3x6 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.14 7 >671 360 TCDL 10.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.29 7 >331 240 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(CT) -0.11 5 n/a n/a BCDL 10.0 Code FBC2020rrPI2014 Matrix -MS Wind(LL) 0.37 7 >259 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.2 REACTIONS. (size) 5=Mechanical, 6=Mechanical, 11=0-8-0 Max Horz 11=276(LC 12) Max Uplift 5=143(LC 12), 6=-55(LC 12), 11=229(LC 12) Max Grav 5=214(LC 17), 6=152(LC 17), 11=539(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-424/186, 2-3=258/28 BOT CHORD 1-11=135/419, 7-8=793/659 WEBS 2-10=-243/359, 2-11=505/558, 3-7=716/861 I¢ 0 Scale = 1:31.2 m v v [d PLATES GRIP MT20 244/190 Weight: 48 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied. Except: 6-0-0 oc bracing: 8-10 NOTES- 1) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 10-3-8 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 143 lb uplift at joint 5, 55 lb uplift at joint 6 and 229 lb uplift at joint 11. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Gee PE No.34869 MiTek USA, Inc: FL tort6634, 6904 P.aike East Blvd: Tampa FL33610 Date: May 3,2021 - ......... -... --—.._.._................ _.....— ® WARNING - Vedfy 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 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 overall6 building design. Bracing indicated into prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M�%k' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PII 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 Rudy Vega T23802128 508208 D1 Roof Special Girder 1 Job Reference o tional Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:26 2021 Page 1 ID:OjR7uvPCrTEdiMbCgUSxELyQZsg-5B5fZXkkWOV1 WYu6zQDKJjbZKpvuUt2xU4OZx5zKG01 4-6-0 i 8-4-13 13-0-0 17-7-1 22-0-0 25-1-0 27-5-8 ' 4t 3-10.13 4-7-3 4-7-1 4-4-15 3 2 3.78 12 4x4 5x8 = SKH26R 7x8 = 4x4 II SKH26R SKH26R SKH26R 4.24112 SKH26R Scale = 1:48.9 2x4 11 NOP2X STP = NAILED 6x6 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-D-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC20201TPI2014 CS1. TC 0.48 BC 0.72 WB 0.65 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl L/d -0.20 14-15 >999 360 -0.38 14-15 >845 240 0.13 9 n/a n/a 0.29 14-15 >999 240 PLATES GRIP MT20 244/190 Weight: 389 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-14 oc purlins, BOT CHORD 2x6 SP No.2 `Except' except end verticals. 3-16,7-10: 2x4 SP No.2, 13-15: 2x6 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 `Except* 1-18,8-9: 2x6 SP No.2 REACTIONS. (size) 18=0-8-0, 9=0-8-0 Max Harz 18=153(LC 24) Max Uplift 18=1687(LC 8), 9=1445(LC 8) Max Grav 18=3535(LC 1), 9=2562(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-6681/3222, 2-3=9408/4745, 3-4=6358/3340, 4-5=-3952/2217, 5-6=-3999/2238, 6-7=3593/2035, 7-8=2218/1259, 1-18=3093/1525, 8-9=-2506/1426 BOT CHORD 17-18=-556/961, 16-17=-388/765, 15-16=-129/338, 3-15=-951/2148, 14-15=-4609/9108, 13-14=-3088/5964, 12-13=1850/3361, 11-12=-118912112, 7-11 =1 557/873 WEBS 2-17=-1716/992, 15-17=2868/5797, 2-15=1436/2710, 3-14=3398/1647, 4-14=-1063/2314, 4-13=2933/1475, 5-13=-1220/2238, 6-13=294/588, 6-12=676/347, 7-12=841/1588, 1-17=2621/5459, 8-11=149012648 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row at 0-9-0 Co. This item has been 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 electronically signed and ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Sealed by Lee, Julius, PE 3) Unbalanced roof live loads have been considered for this design. using a Digital Signature. 4) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Printed copies of this P Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; 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 document are not considered to the use of this truss component. signed and sealed and the 6) All plates are MT20 plates unless otherwise indicated. signature must be Verified 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' On any e12CtrOnIC copies. 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. Julius Lee PE No:34869 9) Bearing atjoint(s) 18 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Miiak USA, Inc. FL Cent6634 capacity of bearing surface. 6904 Parke East Blvd. Tampa FL 33610 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1687 lb uplift at joint 18 and 1445 lb Date; uplift at joint 9. May 3,2021 Continued on page2 _ ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 5119.2020 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 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 �''`e�' 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 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 Rudy Vega T23802128 508208 D1 Roof Special Girder 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MTek Industries, Inc. Mon May 3 08:23:26 2021 Page 2 ID:OjR7uvPCrTEdiMbCgUSxELyQZsg-5B5fZXkkWOV1 WYu6zQDKJjbZKpvuUt2xU4OZx5zKGOI NOTES- 11) Use USP SKH26R (With 6-16d nails into Girder & 6-1Od x 1-1/2 nails into Truss) or equivalent spaced at 2-9-15 oc max. starting at 2-11-4 from the left end to 14-3-0 to conned truss(es) to front face of bottom chord. 12) Use USP SKH26R (With 6-16d nails into Girder & 6-1 Od x 1-1/2 nails into Truss) or equivalent spaced at 2-9-15 oc max. starting at 17-0-15 from the left end to 22-8-13 to conned truss(es) to front face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3.25') toe -nails per NDS guidlines. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-60, 5-8=-60, 16-18=20, 11-15=20, 9-10=20 Concentrated Loads (lb) Vert: 19=-780(F) 20=700(F) 21=-61O(F) 22=529(F) 23=-446(F) 24=-366(F) 25=-281(F) 26=-224(F) ®WARNING -Verity 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 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 ANSI117P/1 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 Job Truss Truss Type Qty Ply Rudy Vega T23802129 508208 D2 Roof Special Girder 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:29 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-VmmnBZmcpJtcNOdheZmlxLD5GOvKhGINA2dDXQzKGOi I 4-10-11 ' 410-11 49--01-5 3-1-5 160 0-4-15 4-0-0 79-8 2-0 3-6-11 54-1-5 3-83-7-12-0 Svc 3x6 II NAILED 5x6 = 6x8 = 2x4 II 3.78 F12 4x4 4.24112 IL NOP2X STP = 5x6 = 3x6 11 Scale = 1:54.6 N LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020/TPI2014 CSI. TC 0.44 BC 0.86 WB 0.56 Matrix -MS DEFL. in (loc) Ndefl Ud Vert(LL) -0.15 16 >999 360 Vert(CT) -0.34 14-15 >999 240 Horz(CT) 0.17 10 n/a n/a Wind(LL) 0.21 16 >999 240 PLATES GRIP MT20 244/190 Weight: 197 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-15 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (3-6-4 max.): 1-2. WEBS 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-9-5 oc bracing. Except: 9-10: 2x6 SP No.2 5-2-0 oc bracing: 11-13 10-0-0 oc bracing: 15-17 REACTIONS. (size) 20=Mechanical, 10=0-8-0 Max Horz 20=143(LC 7) Max Uplift 20=538(LC 8). 10=499(1_C 8) Max Grav 20=1126(LC 1), 10=1199(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-1093/536, 1-2=2320/1000, 2-3=2363/990, 3-4=-2558/1108, 4-5=-2571/1175, 5-6=1427/681, 6-7=1445/688, 7-8=765/376, 8-9=632/273, 9-10=-1311/558 BOT CHORD 18-19=-1049/2269, 14-15=781/1842, 13-14=-505/1208, 11-13=-843/390 WEBS 1-19=-1049/2471, 2-19=914/464, 3-18=431/267, 15-18=-960/2183, 5-15=-413/977, 5-14=-860/461, 6-14=281/684, 7-14=10/286, 7-13=813/357, 9-11=-480/1147 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. This Item has been 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. electronically Signed and 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 sealed by Lee, Julius, PE Will fit between the bottom chord and any other members. using a Digital Signature. 8) Refer to girder(s) for truss to truss connections. Printed copies Of this p 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 538 Ib uplift at joint 20 and 499 lb uplift at joint 10. document are not considered 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. signed and sealed and the 11) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25') toe -nails per NDS guidlines. Signature must be Verified 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). On any electronic copies. LOAD CASE(S) Standard Julius Lee PE No. 3U6s 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 MiTek USA, lnc. FL `Cart8634 Uniform Loads (plf) 690d Rarke East Blvd. Tampa FL 33610 Vert: 1-2=60, 2-6=60, 6-9=60, 17-20=20, 16-17=20, 13-15=20, 11-12=20, 10-11=20 Data: May 3,2021 Continued on page 2 _ ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 y a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall i.�4` building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYI is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the p�il.�rk' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/1 Quality Criteria, DSO-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 Rudy Vega T23802129 508208 D2 Roof Special Girder 1 1 Job Reference (optional) ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:29 2021 Page 2 ID:OIR?uvPCrTEdiMbCgUSxELyQZsg-VmmnBZmcpJtcNOdheZmlxLD5GOvKhGINA2dDXQzKGOi LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 21=36(F) 22=40(F) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED If,ITEK REFERENCE PAGE Mll-7473 rev. 51192020 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 fabricalon, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P11 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 Job Truss Truss Type City Ply Rudy Vega T23802130 508208 D3 Roof Special 1 1 Job Reference (optional) ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:30 2021 Page 1 ID:OIR?uvP C rTEdiM bCgU SxE LyQZsg-zzK90vnEad?T?ACtCG HGUZmACQ DUQcrXPi N m4szKG Oh 6-0-12 13-0-0 20-6-5 25-0.0 30-2-0 10-12 6-11-4 7-6-5 4-5-11 5-2-0 3x6 11 5x6 = 3x4 = 4x6 5x8 = 4.24112 30-2-0 Scale = 1:53.9 NOP2X STP = 6x6 = 4 A LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.32 7-8 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.54 7-8 >663 240 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.06 7 n/a n1a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(ILL) 0.13 9-10 >999 240 Weight: 183lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural woad sheathing directly applied or 3-3-10 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (3-3-10 max.): 1-2. WEBS 2x4 SP No.2 `Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 6-7: 2x6 SP No.2 WEBS 1 Row at midpt 3-8, 5-7 REACTIONS. (size) 11=Mechanical, 7=0-8-0 Max Horz 11=137(LC 11) Max Uplift 11=-487(LC 12), 7=503(LC 12) Max Grav 11=1333(LC 17). 7=1324(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-1240/767, 1-2=2140/1150, 2-3=2088/1203, 3-4=-1277/838, 4-5=-1280/878 BOT CHORD 9-1 0=-1 243/2237. 8-9=1181/2037, 7-8=557/869 WEBS 1 -1 0=-1 261/2364, 2-10=855/674, 3-9=0/333, 3-8=1009/657, 4-8=-172/488, 5-8=-142/569, 5-7=1299/878 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuB=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 6-0-12, Interior(1) 6-0-12 to 20-6-5, Exterior(21R) 20-6.5 to 26-6-5, Interior(1) 26-6-5 to 29-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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. This item has been 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. electronically signed and 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. sealed by Lee, Julius, PE 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 using a Digital Signature. Will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Printed copies of this 8) Refer to girder(s) for truss to truss connections. document are not considered 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 487 lb uplift at joint 11 and 503 lb uplift at joint 7. signed and sealed and the 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. signature must be Verified on any electronic copies. Julius Lee PE No. U869 MiTeiiU$A, Inc.. FL bert efix 6904 Backe East Blvd. Tampa FL 93610 Date: May 3,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119,2020 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 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?Pli 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 Job Truss Truss Type Qty Ply Rudy Vega T23802131 508208 D4 Roof Special 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 7-2-13 6-7-11 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:31 2021 5-4-5 4x6 3.78 F12 4 4.24 L12 Scale = 1:55.3 0 4 h 3x6 11 5x6 = 3x4 = 5x8 = 44 = 3x6 11 LOADING (psi) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020rrP12014 CSI. TC 0.70 BC 0.67 WB 0.63 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl Lid -0.12 9-10 >999 360 -0.23 9-10 >999 240 0.05 7 n/a n/a 0.12 10-11 >999 240 PLATES GRIP MT20 244/190 Weight: 205 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-8-1 oc purlins, 1-2: 2x4 SP SS except end verticals, and 2-0-0 oc purlins (4-3-6 max.): 1-2. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-6-8 oc bracing. WEBS 2x4 SP No.2 *Except* WEBS 1 Row at midpt 1-11, 3-9 6-7: 2x6 SP No.2 REACTIONS. (size) 12=Mechanical, 7=0-10-9 Max Horz 12=142(LC11) Max Uplift 12=519(LC 12), 7=524(LC 12) Max Grav 12=1401(LC 17),7=1389(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-12=1287/825, 1-2=1969/1077, 2-3=1967/1149, 3-4=-1328/917, 4-5=-1337/941, 5-6=-1124/710, 6-7=1297/855 BOT CHORD 10-11=-1114/2069, 9-10=1070/1924, 8-9=-597/1019 WEBS 1-11=-1211/2223, 2-11=856/701, 3-10=0/367, 3-9=911/549, 4-9=-222/538, 5-9=112/396, 5-8=615/536, 6-8=745/1268 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 20-7-11. Exterior(2R) 20-7-11 to 26-7-11, Interior(1) 26-7-11 to 31-6-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific This item has been to the use of this truss component. electronically Signed and 4) Provide adequate drainage to prevent water ponding. Sealed by Lee, Julius, PE 5) This truss has been designed for a 10.0 psf bottom chord jive load nonconcurrent with any other live loads. • using a Digital Signature. 6) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide fit between the bottom Printed copies of this P will chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. document are not Considered 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 519 lb uplift at joint 12 and 524 lb uplift signed and sealed and the ataph7. 9) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. signature must be verified On any electronic Copies. Julius Lee PEW. U869 Ahrroii;USA, life. FL Cart 6.634 6904 Parke East Blvd: Tampa FL33610 Data: May 3,2021 ®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 MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall �r building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stabildy 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 ANS11TPII 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 Job Truss Truss Type Qty Ply Rudy Vega T23802132 508208 D5 Roof Special 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905. 8'430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:32 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-vLSwpboU5EFB ETLGJhJkZ_rXFDxOuYUgtOst8kzKGOf i 4-4-3 8-4-14 15-0.0 20-9-1 27-0-0 33-9-8 4-0-3 40.11 6-7-2 5-9-1 6-2-15 6-9-8 Scale = 1:58.6 4x4 13 6x6 = 12 4x4 = 3.76 F12 5 4.24112 11 10 5x6 = 3x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.16 12-13 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.32 12-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(CT) 0.06 8 n/a n/a BCDL 10.0 Code FBC2020lrP12014 Matrix -MS Wind(LL) 0.10 11 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 *Except* BOT CHORD 7-8: 2x6 SP No.2 WEBS REACTIONS. (size) 13=Mechanical, 8=0-10-9 Max Horz 13=149(LC11) Max Uplift 13=560(LC 12), 8=550(LC 12) Max Grav 13=1484(LC 17), 8=1531(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=1915/1061, 3-4=1910/1138, 4-5=1459/1008, 5-6=1485/1009, 6-7=-1366/807, 7-8=1427/893 BOT CHORD 12-13=-610/1166, 11-12=1009/1999, 10-11=-995/1870, 9-10=-683/1228 WEBS 2-13=-1626/1016, 2-12=-653/1340, 3-12=744/606, 4-11=0/324, 4-10=-781/482, 5-10=2871639, 6-10=73/278, 6-9=582/535, 7-9=801/1436 5x6 = PLATES GRIP MT20 244/190 Weight: 227 lb FT = 20% Structural wood sheathing directly applied or 3-7-6 oc purlins, except end verticals, and 2-0-0 oc purlins (4-2-13 max.): 1-3. Rigid ceiling directly applied or 5-9-8 oc bracing. 1 Row at midpt 2-13, 3-11, 4-10, 6-10 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 20-9-1, Exterior(2R) 20-9-1 to 27-0-0, Interior(1) 27-0-0 to 33-6-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 560 lb uplift at joint 13 and 550 lb uplift at joint 8. 9) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee EE No.34869 MiTek USA, :Inc. .FL Cart 8634' 6904 Parke East Bivd. Tampa FL 33610 Date: May 3,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIS7473 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 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' i'ek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIf 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 City Ply Rudy Vega T23602133 508208 D6 Roof Special 1 1 Job Reference (optional) i00etts LUMber Company, vaim bay, FL -: zum, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:33 2021 Page 1 ID:Oj R7uvPCrTEdiMbCgUSxELyQZsg-OY011 xp7sYN1 sdwStPrz6BOiCdlgd25z5gbQgBzKGOe 7-10-8 10-B-10 15-0-0 20-10-7 27-0-0 32-10-111 35-10-4 7-10-8 2-10-2 43-6 5-10-7 6-1-9 5-10-10 2-11-10 Scale: 3/16"=l' 3.78 12 5x6 Al 4.24112 0 ob 6 4x6 11 4x12 = 5x6 = 3x8 = 5x6 = 4x6 = 3x6 11 20-10-7 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TP12014 CSI. TC 0.70 BC 0.76 WB 0.70 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Udefl Lid -0.15 13-14 >999 360 -0.26 14-15 >999 240 0.06 9 n/a n/a 0.13 13-14 >999 240 PLATES GRIP MT20 244/190 Weight: 267 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 "Except' TOP CHORD Structural wood sheathing directly applied or 3-10-6 oc purlins, 1-2: 2x6 SP No.2 except end verticals, and 2-0-0 oc purlins (4-6-6 max.): 1-2, 7-8. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-7-8 oc bracing. WEBS 2x4 SP No.2 *Except* WEBS 1 Row at midpt 1-14. 4-12, B-12 8-9: 2x6 SP No.2 REACTIONS. (size) 15=Mechanical, 9=0-10-15 Max Horz 15=161(LC 10) Max Uplift 15=586(LC 12), 9=593(LC 12) Max Grav 15=1618(LC 17), 9=1616(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-1495/934, 1-2=2073/1102, 2-3=2327/1277, 3-4=-1983/1178, 4-5=-1590/1071, 5-6=-1618/1069, 6-7=15851926, 7-8=821/453, 8-9=1574/906 BOT CHORD 13-14=1070/2011, 12-13=1042/1951, 11-12=-817/1453, 10-11=429/784 WEBS 1-14=1281/2405, 2-14=1316/908, 3-14=133/369, 4-13=0/352, 4-12=-726/431, 5-12=-299/707, 6-11=428/432, 7-11=524/926, 7-1 0=1 372/899, 8-10=-947/1718 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-16; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 20-10-7, Exterior(2R) 20-10-7 to 27-0-0, Interior(1) 27-0-0 to 35-7-8 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck This item has been to the use of this truss component. electronically signed and 4) Provide adequate drainage to prevent water ponding. sealed by Lee, Julius, PE 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 using a Digital Signature. Will fit between the bottom chord and any other members, with BCDL = I O.Opsf. Printed copies of this P 7) Refer to girder(s) for truss to truss connections. document are not Considered 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 586 lb uplift at joint 15 and 593 lb uplift signed and sealed and the at joint 9. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. signature must be verified On any electronic copies. Julius Lea PE No.3U69 MiTalk USA, Inti. FL Cart 6634 6904 Parke East Blvd. Tampa I'L 33610 Date: May 3,2021 A 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 property incorporate this design into the overall p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i l is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Tek• fabdcabon, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 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 Rudy Vega T23802134 508208 Tihhptts I umhpr Cmm�anv D7 Palo, Be F - 32905 Roof Special Girder 1 q J Job Reference (optional) - . - •• --, • - ----- unov o APr cu cuc i con r ere nwusu iub, inc. Rion may 3 08:23:37 202i rage i ID:OIR?uvPCrTEdiMbCgUSxELyQZsg-GJFpslsdwmuTLEED6EvvG1 YNHEdMZoyZOIZegyzKGOa 5.8.0 10-0-0 14-0-12 1__ 20-11-13 2 -10 8 26-8-0 32-0-14 3:8 1-8 5.6-0 4-4-D 4-0-12 3-5-4 3-5-13 0- 0- 1 4-9-8 5-4-14 6-0-10 3.78 F12 Scale = 1:84.9 7x8 � 2x4 11 4.24112 6x8 2x4 11 6 7 6.00 12 6 6x6 4 8 5x6 5x12 = 5X _ 3 9 10 5x8 = 5x12 = 1 2 r' 19 2018 21 22 17 23 24 16 25 15 26 27 28 14 29 3031 13 32 33 12 34 35 36 11 3x8 II 7x8 = 7x8 = 7x8 = 10x10 = 7x12 = THD26 7x8 =THD26 7x8 = THD26 NOP2X STP = THD26-2 THD26 THD26 THD26 THD26 THD26 THD26 THD26 THD26 THD26 THD26 THD26 5x6 = THD26 THD26 101 0-0 14-0.12 17-6 0 21-10-8 26 8-0 32-0-14 38-1-8 5-8-0 4A-. 4-0.12 3-5-4 4-4-85-4-14 6-0-10 Plate Offsets (X,Y)- [12:0-3-8 0-4-121 [13:0-4-0 0-4-8] [14:0-6-0 0-5-0] [16.0-&8 0-4-41 [17.0-4-0 0-4-8] [18.0-3-8 0-4-81 [19.0-4-4 0.1 61 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.76 Vert(LL) -0.13 16-17 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.24 16-17 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(CT) 0.03 11 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.16 16-17 >999 240 Weight: 1173 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SP No.2 *Except* except end verticals, and 2-0-0 oc puriins (6-0-0 max.): 1-2, 9-10. 11-13: 2x6 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.2 *Except* 6-0-0 oc bracing: 14-15,13-14. 1-19: 2x8 SP No.2, 10-11,7-14: 2x6 SP No.2, 6-14: 2x4 SP SS REACTIONS. (size) 19=Mechanical, 11=0-8-0, 14=0-5-0 Max Horz 19=207(1_13 6) Max Uplift 19=3037(1_C 8). 11=-2152(LC 8), 14=9765(LC 8) Max Grav 19=6330(LC 19). 11=5973(LC 20), 14=23547(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-19=6057/2923, 1-2=8739/4156, 2-3=7770/3318, 3-4=-4523/1870, 4-5=1093/426, 5-6=-1087/489, 6-7=1335/3302, 7-8=1727/4111, 8-9=-344/260, 9-10=-3060/1022, 10-11=-3179/1130 BOT CHORD 18-19=251/350, 17-18=426618738, 16-17=-3052/6943, 15-16=-156313875, 14-15=2847/1349, 13-14=291/203, 12-13=1050/3132 WEBS 1-18=-4906/10343, 2-18=2069/572, 2-17=2772/1605, 3-17=-2563/5601, 3-16=-5279/2572, 4-16=3486/8054, 8-13=-3010/7866, 9-13=-4480/1853, 9-12=-1362/3207, 10-12=1373/4153, 8-14=7420/3001, 4-15=-7241/3240, 7-14=2456/1132, 6-14=10128/4340, 6-15=-4984/11641 NOTES- 1) 3-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; 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 speck to the use of this truss component. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 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, with BCDL = 10.opsf. 10) Refer to girder(s) for truss to truss connections. _ontinued_on page 2 ----.......... __...................... ---............. -- ---..__....-- -- ._...---...- --------- - ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 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 properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITP/f Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. U869 MiTek USA; Inc. L Cert 6634 6904 Parke East Blvd. Tampa FL33610 Data.., May 3,2021 W!, MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Rudy Vega T23802134 508208 D7 Roof Special Girder 1 q J Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:37 2021 Page 2 ID:OjR7uvPCrTEdiMbCgUSxELyQZsg-GJFpslsdwmuTLEED6EvvG1 YNHEdMZoyZOIZegyzKGOa NOTES- 11) Bearing atjoint(s) 11. 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3037 lb uplift at joint 19, 2152 lb uplift at joint 11 and 9765 lb uplift at joint 14. 13) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Use USP THD26-2 (With 18-16d nails into Girder & 12-1 Od nails into Truss) or equivalent at 5-1-8 from the left end to connect truss(es) to back face of bottom chord. 15) Use USP THD26 (With 18-16d nails into Girder & 12-1 Od x 1-1/2 nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 7-0-12 from the left end to 37-0-12 to connect truss(es) to back face of bottom chord. 16) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-60, 2-4=60, 4-6=60, 6-9=60, 9-10=60, 11-19=20 Concentrated Loads (lb) Vert: 13=-1558(B) 20=-2754(B) 21=-1729(B) 22=-1742(B) 23=-1742(B) 24=1742(B) 25=1742(B) 26=1742(B) 27=1749(B) 28=1749(B) 29=1558(B) 31=1558(B) 32=-1558(B) 33=-1670(B) 34=1737(B) 35=1737(B) 36=-1742(B) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED fA1TEK REFERENCE PAGE MII-7473 rev. 5/t9/2020 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 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?Pl1 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 Rudy Vega T23802135 508208 EJ1 Jack -Open 30 1 Job Reference (optional) ibbetts Lumber Company, Nalm t3ay, FL - 32905, NOP2X STP = 2x4 II 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:38 2021 Page 1 I D:Oj R7uvP CrTEdi M bCq USxELyQZsg-kVpB4etFh4OKyOpQgyQBb E5dwe6TIS LiFxJB MOzKG OZ 7-0-0 7-0-0 Scale = 1:24.6 Plate Offsets (X,Y)— [1:0-1-0,Edge] LOADING (psf) SPACING- 2-G-0 CSI. DEFL. in ([cc) Vdefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.03 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.22 Vert(CT) -0.04 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.06 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 Max Horz 5=186(LC 12) Max Uplift 3=118(LC 12), 5=-214(LC 12) Max Grav 3=145(LC 17), 4=70(LC 3), 5=418(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-045/168 BOT CHORD 1-5=-156/397 WEBS 2-5=-325/688 NOTES- 1) Wind: ASCE 7-16; VuK=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=1Ift; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 118 lb uplift at joint 3 and 214 lb uplift at joint 5. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Les PE No. 34869 MiTek USA, Inc. FL'Cert 8634' WAP.arke,East Blvd. Tampa FL 33610 Date: May 3,2021 A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED hA.I7EK REFERENCE PAGE M11.7473 rev. 6/192020 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' 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, DSO-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 Rudy Vega T23802136 508208 EJ1A Jack -Open 1 1 Job Reference (optional) ribbetts Lumber Company, Palm Bay, FL - 32905. 5-0-0 5-0-0 8.430 s Apr 20 2021 MTek Industries, Inc. Mon May 3 08:23:41 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-94VKigvB_?OvpsX?L4_rQtj2?s7XVpl8xvXrzjzKGO W N ai 6 Scale = 1:22.2 5 3 2x4 II NOP2X STP = 2-0-0 5-0-0 2-0-0 3-0-0 LOADING (psg SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.03 3-4 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.06 3-4 >958 240 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) -0.04 2 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Wind(LL) 0.06 3-4 >905 240 Weight: 21 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 *Except* BOT CHORD 1-4: 2x4 SP No.2 REACTIONS. (size) 5=0-8-0, 2=Mechanical, 3=Mechanical Max Horz 5=126(LC 12) Max Uplift 5=15(LC 12), 2=138(LC 12), 3=3(LC 12) Max Grav 5=188(LC 1), 2=172(LC 17), 3=94(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 4-5=2911/118 WEBS 1-4=-141/350 Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 9-10-12 oc bracing. NOTES- 1) Wlnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 Ito uplift at joint 5, 138 lb uplift at joint 2 and 3 lb uplift at joint 3. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. U869 MiTek;ltSA, Inc. FL Gait 6,634 8904 Parke East Blvd: Tampa F433610 Date; May 3,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. Design valid for use ontywith MTek6 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 pmpedy Incorporate this design into the overall pp q�irT building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing /tI1� iPk� 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 ANSIMP/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 Rudy Vega T23$02137 508208 EJ1 B Roof Special 1 1 Job Reference (optional) ibbOUS Lumber Company, Palm Bay, FL - 329uS, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:42 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-dG3iwOwmlJ Wm RO6BvoV4z4FMZFXUEGYIAZHPV9zKGOV i 2-4-0 5-0-0 2-4-0 2-8-0 ADEQ SUPPORT REQUIRED 2x4 11 6.00 12 3x4 = Scale = 1:22.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdef1 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.00 5-6 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.00 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Wind(LL) 0.00 5-6 >999 240 Weight: 30 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. (size) 7=Mechanical, 3=Mechanical, 4=Mechanical Max Horz 7=69(LC 12) Max Uplift 7=-40(LC 8), 3=-76(LC 12), 4=-45(LC 12) Max Grav 7=192(LC 1), 3=95(LC 17), 4=123(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 1-2. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wlnd: ASCE 7-16: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 2-4-0, Interior(1) 24-0 to 4-114 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint 7, 76 lb uplift at joint 3 and 45 lb uplift at joint 4. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lot PE N61 U869 MI ek USA; Inc.,FL Cart 8634- 6964Parke, East Blvd; TampaPL3b616 Date:` May 3,2021 ® WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,1II-7473 ray. 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 6VIiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection.and bracing of trusses and truss systems, see ANSI11"P/1 Quality Criteria, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety lnformatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Rudy Vega T23802138 508208 EJ1 C Roof Special 1 1 Job Reference o tionai ribbefts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:43 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-5Tc47MxOWced3AhNTVOJVIoSgfgfziKRODOy1 czKGOU 4-4-0 . 0-8-0 Scale = 1:22.2 SUPPORT 3x6 II REQUIRED - ,, ,, - - - LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.03 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.06 6-7 >908 240 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2020rrPI2014 Matrix -MP Wind(LL) 0.01 6-7 >999 240 Weight: 33lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 3-4: 2x4 SP SS BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.2 REACTIONS. (size) 7=Mechanical, 4=Mechanical, 5=Mechanical Max Horz 7=150(LC 12) Max Uplift 7=162(LC 12), 4=-260(LC 12), 5=14(LC 12) Max Grav 7=522(LC 1), 4=402(LC 17), 5=97(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-7=474/404, 1-3=211/265 BOT CHORD 6-7=-382/180 WEBS 3-6=-185/393 Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 1-2, 2-3. Rigid ceiling directly applied or 9-5-12 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf,, h=15ft; B=97ft; L=97ft; eave=lift; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-1-12 to 4.4-7, Interior(1) 0-1-12 to 4-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 162 lb uplift at joint 7, 260 lb uplift at joint 4 and 14 lb uplift at joint 5. 8) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No:34869 Miiak USA, ine. FL Gert es34 6904 Parke East Blvd; Tampa FIL U616 Date: May 3,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119,2020 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 �r .truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall 1r building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �''i'�k' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply Rudy Vega T23802139 508208 EA P JACK -OPEN 2 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 1 — 5 NOP2X STP = 2x4 11 2-0-0 2-4-0 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:44 2021 Page 1 ID:CiR?uvPCrTEdiMbCgUSxELyQZsg-ZfASKhyOHwmUhJGaOCXY2VLc536hi9Bbdtm WZ2zKGOT 7-0-0 7-0-0 Scale = 1:24.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.10 4-5 >537 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.55 Vert(CT) 0.10 4-5 >573 180 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) -0.08 3 n/a n/a BCDL 10.0 Code FBC20201TP12014 Matrix -MS Weight: 24 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 Max Harz 5=186(LC 12) Max Uplift 3=126(LC 12), 4=-76(LC 9), 5=303(LC 12) Max Grav 3=139(LC 17), 4=70(LC 3), 5=418(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-398/179 BOT CHORD 1-5=-156/397 WEBS 2-5=-353/556 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. NOTES- 1) Wnd: ASCE 7-16; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-0-0 to 6-0-0, Intedor(1) 6-0-0 to 6-11-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 126 lb uplift at joint 3, 76 lb uplift at joint 4 and 303 lb uplift at joint 5. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34669 Mi7ek USk IngIFL Cerf 6634 6904 Parke East Blvd. TampafL33610 Data: May 3,2021 .............. _...---._.._.._....._._.....- .... __......... ---- ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 propedy incorporate this design Into the overall pp {l�l' building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �yl iTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. Forgeneml guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11nP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safelylnformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Rudy Vega T23802140 608208 EJ2 Jack -Open 5 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:44 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-ZfASKhyOHwmUhJGaOCXY2VLgm3Ani9Cbdtm WZ2zKGOT 50-0 r 5-0-0 Scale = 1:17.1 NOP2X STP = Plate Offsets (X,Y)— [1:0-1-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.29 Vert(CT) 0.01 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.04 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-G-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 Max Harz 5=132(LC 12) Max Uplift 3=56(LC 12), 4=-13(LC 1), 5=220(LC 12) Max Grav 3=66(LC 17), 4=28(LC 10), 5=374(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=311/115 BOT CHORD 1-5=-123/305 WEBS 2-5=-237/553 NOTES- 1) Wind: ASCE 7-16; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) 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. This item has been 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint 3, 13 lb uplift at joint 4 electronically signed and and 220 lb uplift at joint 5. sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34869 MiT8k.USAJnc.,Ft. Cert $634 6904 Parke East Blvd. Tampa FL 33616 Date; May 3,2021 ®WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 pmpedy 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/TP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Jab Truss Truss Type Qty Ply Rudy Vega T23802141 506208 EJ3 Jack -Open 5 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 5-0-0 SUPPORT 2x4 II REQUIRED 8.430 s Apr 20 2021 Mi rek Industries, Inc. Mon May 3 08:23:45 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-1 rkgY1 ye2EuKlTnnaw2nbjtk_TUTRdOksXV36UzKGOS 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.03 3-4 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.06 3-4 >958 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(CT) -0.04 2 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Wind(LL) 0.06 3-4 >905 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 *Except* BOT CHORD 1-4: 2x4 SP No.2 REACTIONS. (size) 5=Mechanical, 2=Mechanical, 3=Mechanical Max Harz 5=126(LC 12) Max Uplift 5=15(LC 12), 2=-138(LC 12), 3=3(LC 12) Max Grav 5=188(LC 1). 2=172(LC 17), 3=94(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 4-5=-291/118 WEBS 1-4=-141/350 Scale = 1:22.2 PLATES GRIP MT20 2441190 Weight: 21 lb FT = 201A Structural wood sheathing directly applied or &G-0 oc purlins, except end verticals. Rigid ceiling directly applied or 9-10-12 oc bracing. NOTES- 1) Wnd: ASCE 7-16; VuR=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 15 lb uplift at joint 5, 138 lb uplift at joint 2 and 3 lb uplift at joint 3. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius LeePE,No 34869 Mi7ek.USA, Inc. FL Celt 6634 6964 Parke East Blvd. Tampa FL33610 Data: May 3,2021 ----- ..... _.................. -- -- ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M,ITEK 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 verify the applicability of design parameters and property Incorporate this design Into the overall al' building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20001 Tampa, FL 36610 Job Truss Truss Type City Ply Rudy Vega T23602142 508208 EJ4 JACK -OPEN 18 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL-32905, NOP2X STP = 2x4 11 6-2-12 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:46 2021 Page 1 ID:Oj R?uvP CrTEdiMbCq USxELyQZsg-V21CI NzH oXOBwdQy8daO7wQOJtgiA3lt5B FcexzKGO R Scale = 1:22.1 2-0-0 -4- 6-2-12 2-0-0 -4- 3-10-12 Plate Offsets (X,Y)— [1:0-1-0 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.04 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.32 Vert(CT) 0.04 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) -0.05 3 n/a n/a BCDL 10.0 Code FBC202OrFPl2Oi4 Matrix -MS Weight: 21 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 Max Harz 5=165(LC 12) Max Uplift 3=102(LC 12), 4=-64(LC 9), 5=287(LC 12) Max Grav 3=112(LC 17), 4=51(LC 3), 5=397(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-364/157 BOT CHORD 1-5=-146/366 WEBS 2-5=-303/538 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=1 tft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. This Item has been 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint 3, 64 lb uplift at joint electronically signed and 4 and 287 lb uplift at joint 5. sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34869 Mitak USA, Inc. FL Cart 6634' 6904 Parke East Blvd. Tampa FL 33616 Date:_ May 3,2021 - ----------........................ — ---...._...—....-.........._ WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M.I7EK REFERENCE PAGE MII.7473 rev. 5I192020 BEFORE USE. ........... Design valid for use only with M7ek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 pp q/�� ,y'� {S 'ek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rP/1 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 Rudy Vega T23802143 508208 EJ5 Monopitch 3 1 Job Reference (optional) ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:47 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-zEsbzj_vZr82Yn?8iL5FgBz9rGCkvUN1Jr AANzKGOQ 6-2-12 6-2-12 2x4 II 3 Scale = 1:21.6 5 4x4 = 3x10 11 2-0-0 z-4-Q 6-2-12 2-0-0 -4- 3-10-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.00 4-5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.21 Vert(CT) 0.00 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MS Wind(LL) -0.01 4-5 >999 240 Weight: 36lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-9 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) 4=Mechanical, 5=G-8-0 Max Horz 5=164(LC 12) Max Uplift 4=194(LC 18), 5=-486(LC 12) Max Grav 4=28(LC 12). 5=1044(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1143/977 BOT CHORD 1-5=-844/1056, 4-5=803/695 WEBS 2-4=-742/843, 2-5=929/1123 NOTES- 1) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; 6=97ft; L=97ft; eave=11ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 194 lb uplift at joint 4 and 486 lb uplift at joints. This item has been 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 443 lb down and 492 lb up at electronically signed and 0-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Sealed by Lee, Julius, PE 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). using a Digital Signature. LOAD CASE(S) Standard Printed copies of this 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 document are not considered Uniform Loads (plf) signed and sealed and the Vert: 1-3=-60, 14=20 signature must be verified Concentrated Loads (Ib) on an electronic Y copies. Vert:1=4G0(F) Julius Lee PE.No. U869 Mi78k usA, Inc. FL cart 6.634 6904 Parke Eatit Blvd. Tampa FL41116 Date: May 3,2021 .......................... .......----............. -....... -- — ---- --- - -- VJARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED t61TEK REFERENCE PAGE Mil-7473 rev. 61192020 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 pro party incorporate this design Into the overall pp,�g�T building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IVI� {Prk• 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 ANSIMP/1 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 Job Truss Truss Type Qty Ply Rudy Vega T23802144 508208 EJ7 Comer Jack 4 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 300 8A30 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:47 2021 Page 1 ID:OIR?uvPCrTEdiMbCgUSxELyQZsg-zEsbzyvZr82Yn?8iL5Fg8z6QG1QvXT1Jr AANzKGOQ 2-11-6 2-11-6 2-11-6 11 Scale = 1:11.7 PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HORZ. REACTIONS SPECIFIED BELOW. LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in ([cc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.00 6 n/r 120 TCDL 10.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.06 3 n/r 120 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP SS BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 2=Mechanical, 3=Mechanical Max Horz 2=232(LC 1), 3=243(LC 12) Max Uplift 2=207(LC 12) Max Grav 2=231(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1005/302 BOT CHORD 1-3=-232/890 PLATES GRIP MT20 244/190 Weight: 10 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-6 cc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 ANSIIrPI 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) Gable studs spaced at 2-0-0 cc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 207 lb uplift atjoint 2. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No.3069 MiTek USA, Inc. FL tort 6634 6964 Parke East Blvd; Tampa FL 33610 Date: May 3,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 ANSI/rP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2870 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Rudy Vega T23802145 508208 EJ8 Jack -Open 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905. 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:48 2021 Page 1 ID:Oj R?uvP CrTEdiM bCq USxE LyQZsg-SQQzA3?XK9Gv9xaLF2cUCLV LngVpezGAYVkjipzKGO P 4-0-0 4-0-0 r 0 N 5 NOP2X STP = Scale = 1:14.7 Plate Offsets (X,Y)— [1:0-1-0 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.00 4-5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.41 Vert(CT) 0.00 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.05 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Wind(LL) -0.01 4-5 >999 240 Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 Max Horz 5=106(LC 12) Max Uplift 3=33(LC 9), 4=-52(LC 1), 5=-247(LC 12) Max Grav, 3=28(LC 10), 4=39(LC 12), 5=387(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=223/525 NOTES- 1) Wnd: ASCE 7-16; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint 3, 52 lb uplift at joint 4 This item has been and 247 lb uplift at joint s. electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No.34869 Mitek.USA; Inc. FL Celt 6634' 8904 Parke East Blvd. Tampa FL 3361D Date: May 3,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 51192020 BEFORE USE. Design valid for use only with MiTek®connedors. 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 p building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iNiTek� 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/rPl1 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 Rudy Vega T23802146 508208 EJ9 Jack -Open 6 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 3x6 11 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:49 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-wd_LOP795SOmn59Xpm7j22ak4xcNR5Kn9TGFFzKG00 3-0-0 3-0-0 Scale: V=1' Plate Offsets (X,Y)— (5:0-1-4,0-11-0) LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP 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 purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-4-0 Max Horz 5=79(LC 12) Max Uplift 3=-44(LC 12), 5=106(LC 12) Max Grav 3=53(LC 17), 4=22(LC 3), 5=195(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (11 or less except when shown. WEBS 2-5=-131/316 NOTES- 1) Wind: ASCE 7-16; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 44 lb uplift at joint 3 and 106 lb uplift at joint 5. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE N6.34869 Miek,USA, Inc. fL beet 6634, 6904 Parke East Blvd. Tampa FL 93616 Date: May 3,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 14II-7473 rev. 5119/2020 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 �T �tilek• 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 ANSUl1311 Quality Criteria, DSB-99 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 Rudy Vega T23802147 508208 HA Diagonal Hip Girder 2 1 Jab Reference (optional) ribbetts Lumber Company, Palm Bay, FL - 32905. EIA30 s Apr 20 2021 MTek Industries, Inc. Mon May 3 08:23:50 2021 Page 1 ID:OIR?uvPCrTEdiMbCgUSxELyQZsg-0pYjblOnsm WdPE2NTeylmbb_U9C6sET?pDgnizKGON 7-0-0 9-9-1 7-0-0 2-10-1 Scale = 1:24.4 NAILED 3x4 = NAILED NAILED 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(L-) -0.17 6-7 >471 240 TCDL 10.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.17 6-7 >463 180 BCLL 0.0 Rep Stress Incr NO WB 0.19 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2020ITPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (size) 4=Mechanical, 5=Mechanical, 7=0-11-5 Max Horz 7=185(LC 24) Max Uplift 4=71(LC 24), 5=65(LC 8), 7=650(LC 8) Max Grav 4=95(LC 17), 5=238(LC 22), 7=792(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=401/584, 2-3=408/656 BOT CHORD 1-7=525/405 WEBS 3-7=-557/237.2-7=255/246 PLATES GRIP MT20 244/190 Weight: 43 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 71 lb uplift at joint 4, 65 lb uplift at joint 5 and 650 lb uplift at joint 7. 7) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25) toe -nails per NDS guidlines. 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=-60, 5-8=20 Concentrated Loads (lb) Vert: 11=209(F=104, B=104) 12=101(F=51, B=-51) 13=241(17=120, B=120) This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. U869 Mi7ekUSA, Inc. FL tort 6834 6964 Parke East Blvd. Tampa FL 33610 Date: May 3,2021 - W.A........_..-. -- RNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED FAITEK REFERENCE PAGE Mil-7473 rev. 6l19R020 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 p A building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ' Vi�Te, is always required for stability and to prevent collapse with possible personal injury and property damage... For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qly Ply Rudy Vega T23802148 508208 HAP DIAGONAL HIP GIRDER 1 1 Job Reference (optional) ribbetts Lumber Company, Palm Bay, FL - 32905, 7-0-0 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:51 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-s?55o51 Pd4e0001wxA9Bq_7mkuUQrJUcETyNJ8zKGOM Scale = 1:24.4 NAILED 3x4 = NAILED NAILED 3x4 = 2-9-9 3-3-4 9-10-1 2-9-9 -5-1 6-6-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.15 6-7 >505 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.16 6-7 >496 180 BCLL 0.0 Rep Stress Incr NO WB 0.19 Horz(CT) -0.01 4 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -MS Weight: 43 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 4=Mechanical, 5=Mechanical, 7=0-11-5 Max Horz 7=185(LC 8) Max Uplift 4=71(1_C 24), 5=-173(LC 8), 7=696(LC 8) Max Gram 4=95(LC 17), 5=190(LC 22), 7=791(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3951584, 2-3=-402/656 BOT CHORD 1-7=-525/400 WEBS 3-7=557/175, 2-7=256/229 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; 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 speck 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 71 lb uplift at joint 4, 173 lb uplift at joint This item has been 5 and 696 lb uplift at joint 7. 7) "NAILED" indicates 3-10d (0.148"xT) or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. electronically signed and 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Sealed by Lee, Julius, PE LOAD CASE(S) Standard using a Digital Signature. 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 PrP copies of this tco ine Uniform Loads (plf) document are not considered Vert: 1-4=-60, 5-8=20 signed and sealed and the Concentrated Loads (lb) signature must be verified Vert: 11=209(F=104, B=104) 12=1 01 (F=-51, B=-51) 13=241 (F=1 20, B=120) on any electronic copies. Julius Lee PE No.34669 kliTek USA, Inc. FL Cart 6s34 6804 Parke East Blvd. Tampa FL 8361 U Date:_ May 3,2021 ® WARNING -Wdfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51152020 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 vedfy the applicability ofdesign parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing R.7fTe k` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the C tt . fabrication, storage, delivery, erection and bradng of trusses and truss systems, see ANSUFF11 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 Job Truss Truss Type Qty Ply Rudy Vega T23802149 508208 HJ2 Diagonal Hip Girder 2 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:52 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-KCf00021 ONm LeYt6UugQNBgzbHpranumT7ixrazKGOL 3-8-4 3-3-14 2x4 II 2-9-9 3-3-4 , 7-0-2 , 2-9-9 0-5-10 3-8-14 Plate Offsets (X,Y)— [1:0-0-11,0-0-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.05 5-6 >859 240 TCDL 10.0 Lumber DOL 1.25 BC 0.60 Vert(CT) 0.05 5-6 >814 240 BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 6=0-11-5 Max Harz 6=132(LC 8) Max Uplift 3=78(1_C 8), 4=-215(LC 17), 6=638(1_C 8) Max Grav 3=98(LC 28), 4=123(LC 24), 6=693(LC 31) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=294/542 BOT CHORD 1-6=-486/311, 5-6=486/180 WEBS 2-5=191/516, 2-6=475/378 Scale = 1:17.4 I� d PLATES GRIP MT20 244/190 Weight: 28 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-16; VuK=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer/ Project engineer responsible forverifying applied roof live load shown covers rain loading requirements speck 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 78 lb uplift at joint 3, 215 lb uplift at joint 4 and 638 lb uplift at joint 6. 7) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0. 1 48"x3.25") toe -nails per NDS guid lines. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 4-7=20 Concentrated Loads (lb) Vert: 10=209(F=104, B=104) 11 =1 01 (F=-51, B=-51) 12=241 (F=1 20, B=120) This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE'No' U$69 MiTek USA, Inc. F1'cert @634 *4 Parke East Blvd. Tampa FL33616 Dater May 3,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M114473 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 �i a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �i'��k` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/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 City Ply Rudy Vega T23802150 508208 HJ3 Diagonal Hip Girder 2 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, ►1 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:53 2021 Page 1 ID:OjR?uvPCrTEdiM bCq USxE LyQZsg-oODsDm 3g9hvC GiS 12bCfvPD7VhBkJ ECvin RU 01 zKG OK 6-0-0 6.0-0 NAILED 3x4 = NAILED NAILED 3x4 = Scale = 1:24A 2-9-9 3-3-4 9-10-1 2-9-9 -5-1 6-6-13 Plate Offsets (X,Y)— (1:0-0-11 0-0-0j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.14 6-7 >575 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.14 6-7 >547 180 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 43 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 4=Mechanical, 5=Mechanical, 7=0-11-5 Max Horz 7=185(LC 8) Max Uplift 4=-86(LC 8), 5=53(1_C 17), 7=629(LC 8) Max Grav 4=113(LC 28), 5=185(LC 26), 7=743(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-353/538, 2-3=332/594 BOT CHORD 1-7=-478/356 WEBS 3-7=-531/296 NOTES- 1) Wind: ASCE 7-16: Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=15ft; B=97ft; L=97ft; eave=lift; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 86 lb uplift at joint 4, 53 lb uplift at joint 5 This item has been and 629 lb uplift at joint 7. 7) "NAILED" indicates 3-10d (0.148"xT) or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. electronically signed and 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). sealed by Lee, Julius, PE using a Digital Signature. LOAD CASE(S) Standard Printedp co copies of this 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unfform Loads (plf) document are not considered Vert: 14=60, 5-8=20 signed and sealed and the Concentrated Loads (lb) signature must be verified Vert: 11=187(F=82, B=104) 13=101(F=-51, B=-51) 14=215(F=94, B=120) on any electronic copies. Julius Lee PENo: 34869 MITeIi*A, Inc. FL Cert66U 664 Parke East Blvd. Tampa PL33616 Date: May 3,2021 ® WARNING - Verity 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 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 fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 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 Rudy Vega T23802151 508208 HJ4 Diagonal Hip Girder 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:54 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-GanER631w?I3tsl VcJjuSclOgScT2e73wRB1wTzKGOJ 4-0-0 6-6-7 , 8-8-15 , ' 4-0-0 2-6-7 2-2-8 2x4 11 Scale = 1:21.6 4 5 2X4 II 6x6 = 8 6x6 = 6 4-0-0 6-0-13 , 6-6-7 , 8-8-15 ' 4-0-0 2-0-13 0.5-10 2-2-8 Plate Offsets (X Y)— [7:0-3-0,0-4-8] [8:0-3-0,0-3-12] LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.00 8 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.14 Vert(CT) 0.00 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) -0.00 7-8 >999 240 Weight: 50 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 SP No.2 10-0-0 oc bracing: 6-7. REACTIONS. (size) 8=0-11-5, 7=Mechanical Max Horz 8=106(LC 7) Max Uplift 8=1177(LC 8), 7=-929(LC 16) Max Grav 8=1459(LC 16), 7=687(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-497/834, 2-3=678/870 BOT CHORD 1-9=-758/475, 8-9=758/475, 7-8=811/580 WEBS 3-8=-1330/987, 3-7=900/1257 NOTES- 1) Wnd: ASCE 7-16; VuU=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 1177 lb uplift at joint 8 and 929 lb uplift This item has been at joint 7. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 115 lb down and 63 lb up at electronically signed and 0-0-0, and 115 lb down and 63 lb up at 0-0-0 on top chord, and 24 lb down at 0-0-0, and 24 lb down at 0-0-0 on bottom chord. The sealed by Lee, Julius, PE design/selection of such connection device(s) is the responsibility of others. using a Digital Signature. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Printed Copies Of this LOAD CASE(S) Standard document are not considered 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 signed and sealed and the Concentrated Loads (lb) signature must be verified Vert: 1=194(F=97, 13=97) on any electronic copies. Trapezoidal Loads (plf) Vert: 1=O(F=30, B=30)-to-12=49(F=5, B=5), 12=0(F=30, B=30)-to-4=-78(F=9, B=9), 4=38(1`=-9, B=-9)-to-5=42(F-11, Julius Leo PE No V1869 B=11). 1=0(F=10. B=1 0)4o-1 3=1 6(F=2, B=2), 13=0(F=10. B=10)4o-6=27(F=-4, B=-4) M17ek;USA,Inc.,FLbut 6634 69d4Aarke East Blvd; Tampa FL33610 Oates_ May 3,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED hdITEK REFERENCE PAGE 10II-7473 rev. 5119,2020 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 property Incorporate this design Into the overall �{ g '�` building design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing Vf i I.ek� 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 ANSUlPl1 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 Rudy Vega T23802152 508208 HJ5 Diagonal Hip Girder 2 1 Job Reference o tional I IDDetts LUmDer company, ralm tfay, t-L - SZ}IUO. o.4SU s Apr Zu Luzi MI I eK InGUSTrleS, Inc. Mon wtay .3 uo:Z6:o0Lud I rage I ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-Dzv_so5YScHn79BtjklMXIr[VvlvWZEM01g8 LzKGOH 2-6-12 2- 0 4-9-10 8A-0 12-2-5 2.6-12 0. 4 2-1-9 3-2 6 4-2-5 NAILED 2x4 11 19 5 6 NAILED 5.40 12 3x4 i 1s NAILED 4 17 d 3x4 i v NAILED 3 3x4 2 1 10 0 12 = 21 9 22 23 8 d c NAILED 4x4 = NAILED 3x6 = e 12 11 13 20 3x4 = 3x4 = 2x4 II NAILED LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip COL 1.25 TC 0.24 Vert(LL) 0.02 11 >999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.02 11 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(CT) 0.01 8 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 7-10: 2x6 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (size) 13=0-8-14, B=Mechanical Max Horz 13=293(LC 8) Max Uplift 13=537(1_13 8), 8=-437(LC 8) Max Grav 13=825(LC 1), 8=666(LC 25) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=758/380, 3-4=547/202 BOT CHORD 9-10=-532/774, 8-9=314/515 WEBS 2-10=376/734, 3-9=272/229, 4-8=616/376, 2-13=533/372 Scale = 1:37.2 PLATES GRIP MT20 244/190 Weight: 75 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, Except: 6-0-0 oc bracing: 1-13. 10-0-0 cc bracing: 10-12 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; 8=97ft; L=97ft; eave=lift; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck 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 537 lb uplift at joint 13 and 437 lb uplift at joint 8. 7) "NAILED" indicates 2-12d (0.148"x3.25') toe -nails per NDS guidlines. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 94 lb down and 96 lb up at 11-6-1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-60, 5-6=20, 12-14=20, 11-12=20, 7-10=20 Concentrated Loads (lb) Vert: 2=36(B) 19=86(B) 20=170(F) 21=7(B) 22=16(17) 23=64 This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Juljus tee PE:No. 11869 MTek USA.Jnc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: May 3,2021 ®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 M7ekO 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 ofdesign 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 �''E'�k` 0 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/rPl1 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 City Ply Rudy Vega T23802153 508208 HJ5A Diagonal Hip Girder 2 1 Job Reference o tional I IDDens LUmDer Company, valm tray, t-L - JZUUD, d.4JU s Apr ZU zuzi mi I eK Inauslfles, Inc. mon may a umza:or LOCI rage -I ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-h9TN386ADwPdkJm3HRGb4FNx8le8F1 mVcPPiXozKGOG 2-6-12 2- 0 4-9-10 8-D-0 11-5-2 2-6 12 0 4 2-1-9 3-2-6 3-5-2 5 6 2x4 NAILED 3x4 i 18 5.40 12 4 NAILED 17 3x4 NAILED 3 3x4 2 SLJ I = s s a e 12 11 13 19 2x4 3x4 = 3x4 = 11 NAILED 20 9 21 NAILED 4x4 = NAILED 8 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.02 11 >999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.02 11 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.14 Horz(CT) 0.01 8 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 7-10: 2x6 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (size) 13=0-8-14, 8=Mechanical Max Harz 13=274(LC 8) Max Uplift 13=522(LC 8), 8=-277(LC 8) Max Grav 13=789(LC 1), 8=470(LC 25) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-669/332, 3-4=-438/145 BOT CHORD 9-10=-475/697, 8-9=244/401 WEBS 2-10=-333/658, 2-13=-490/347, 3-9=310/243, 4-8=517/315 Scale = 1:33.3 I9 PLATES GRIP MT20 244/190 Weight: 71 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, Except: 6-0-0 oc bracing: 1-13. 10-0-0 oc bracing: 10-12 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 nenconcurrent 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 fd 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 522 lb uplift atjoint 13 and 277 lb uplift at joint 8. 7) "NAILED" indicates 2-12d (0.148"x3.25') toe -nails per NDS guidlines. 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: 1-5=-60, 5-6=20, 12-14=20, 11-12=20, 7-10=-20 Concentrated Loads (lb) Vert: 2=36(B) 18=5(F) 19=170(F) 20=7(13) 21=18(F) This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Jaliue Lee PE No. U869 Miue U8A,Inc. FL,cart 6,834 8964 Parke East BjvdrTampa FL 3'3610 Date: May 3,2021 - -- _-.------ ........................... .... 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 only with MiTek4D 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 ��g k` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Rudy Vega T23802154 508208 HJ6 Diagonal Hip Girder 4 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:23:57 2021 Page 1 ID:Oj R?uvP C rTEd iM bCgU SxELyQZsg-h9TN 386ADwPdkJ m3H RGb4FNxolflF3U VcPP iXozKGO G 1-7-7 2-3-10 4-2-3 1-7-7 0-8-4 1-10-8 Scale: 1"=1' NAILED 1-4-9 NAILED 4-2-3 1-4-9 2-9-9 Plate Offsets (X,Y)— [2:0-1-6,1-5-15) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.00 4-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-5-11 Max Horz 5=78(LC 8) Max Uplift 3=-47(LC 8), 5=-285(LC 8) Max Grav 3=64(LC 13), 4=31(LC 3), 5=373(LC 1) 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 47 lb uplift at joint 3 and 285 lb uplift at joint 5. 7) "NAILED" indicates 3-1 Od (0.148"xV) or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). This Item has been LOAD CASE(S) Standard electronically signed and 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 sealed by Lee, Julius, PE Uniform Loads (plf) using a Digital Signature. Vert: 1-3=-60, 4-6=20 Printed copies of this Concentrated Loads ( Vert:5=101(F=51, B=51) document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lie PE'No_ U869 MiTek USA, Inc. FL Cett $634 6964 Parke East Sivd. Tarnpa FL33610 Data; May 3,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5119:2020 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 properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Mi%k° fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIMP/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 Type=Qty Ply Rudy Vega508208 ]Truss T23802155 Hip Girder1 1 Job Reference (optional) ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:00 2021 Page 1 I D:Oj R?uvPCrTEdiM bCq USxELyQZsg-5k8VhA83VmC bnUeyZgl it?P? WS IS LUxJ N eM87zKG OD 2-4-0 i 7-0-0 11-0-0 15-0-0 19-8-0 22-0-0 ' 2-4-0 ' 4-8-0 4-0-0 4-0-0 4-8-0 2-4-0 Scale=1:37.0 Special 5x6 = NAILED Special NAILED 3x4 = NAILED 5x6 — Io. 11 6x8 =NAILED NAILED NAILED 4x8 —_ 8 3x4 = 3x4 = NOP2X STP = NOP2X STP = 3x6 I I Special Special 3x6 I I 15-0-0 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020/rP12014 CSI. TC 0.34 BC 0.98 WB 0.27 Matrix -MS DEFL. in Vert(LL) -0.16 Vert(CT) -0.34 Horz(CT) 0.02 Wtnd(LL) 0.14 (loc) Vdefl Lid 9-10 >999 360 9-10 >609 240 8 n/a n/a 9-10 >999 240 PLATES GRIP MT20 244/190 Weight: 116 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-7-5 oc purlins, except 3-5: 2x6 SP No.2 2-0-0 oc purlins (6-0-0 max.): 3-5. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 11=0-8-0, 8=0-8-0 Max Horz 11=152(LC 30) Max Uplift 11=824(LC 8), 8=-722(LC 8) Max Grav 11=1317(LC 36), 8=1318(LC 37) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=15141845, 3-4=1325/805, 4-5=13221818, 5-6=1512/860 BOT CHORD 9-10=-923/1617 WEBS 2-11=-1318/820, 2-10=736/1406, 3-10=72/331, 4-10=-405/359, 4-9=408/359, 5-9=-70/329, 6-9=737/1408, 6-8=1318/763 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. This item has been 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 electronically signed and will fit between the bottom chord and any other members. sealed by Lee, Julius, PE 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 824 lb uplift at joint 11 and 722 lb uplift using a Digital Signature. at joint 6. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Printed copies of this P 10) "NAILED" indicates 3-1 Did (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. document are not considered 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 304 lb down and 294 lb up at signed and sealed and the 7-0-0, and 304 lb down and 294 lb up at 15-0-0 on top chord, and 221 lb down and 106 lb up at 7-0-0, and 221 lb down and 106 lb signature must be verified up at 14-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. On an electronic copies. y c0 p 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOADCASE(S) Standard Julius Lee PE.I U869 MiTekUSA,Inc. FLtort 034' 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 6804 Parke East Blvd. Tampa FL 33619 Date: May 3,2021 ;ontinued on page 2 -........... ----...------- -- ........ WARNING -Verify design parameters and READ NOTES ON THISAND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/192020 BEFORE USE. Design valid for use only whh 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 verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is A A'Te1�' MVO i 1� 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 ANSI1rP/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 36010 Job Truss Truss Type Qty Ply Rudy Vega T23802155 � 508208 K1 Hip Girder 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8,430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:00 2021 Page 2 ID:OjR?uvPCrTEdiMbCqUSxELyQZsg-5k8VhA83VmCbnUeyZqlit?P?WSISLUxJNeM87zKGOD LOAD CASE(S) Standard Uniform Loads (plf) Vert: 11-3=60,3-5=60,5-7=60,12-15=20 Concentrated Loads (1b) Vert: 3=1 08(B) 5=1 08(B) 1 O=O(B) 4=81 (B) 9=O(B) 18=81 (B) 19=-81 (B) 20=27(B) 21 =27(B) 22=27(B) . . .. . ..................... . ..... . ................ . ... . . ................... . ............................ . . . .... . AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IVIII-7473 rev. 511912020 BEFORE USE. Design valid for use only with MrrekS connectors. This design Is based only upon parameters shown, and is for an individual building component. not . 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 membersonly. Additional temporary and permanent bracing - is always required for stability and to prevent collapse with possible personal injury and property damage. For general ral guidance regarding the WeW fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS117PIl 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 Rudy Vega T23802156 508208 K2 Hip 1 1 Job Reference (optional) ibbetts Lumber Co, Palm Say, FL 8A30 s Nov 30 2020 MiTek Industries, Inc. Mon May 3 16:35:32 2021 Page 1 ID:Oj R?uvPCrTEdiM bCgUSxE LyQZsg-Qmq_P6 KDIuDJByDE87MIdkN 53kZG_VzO9feSuNzKA3f i 2-4-0 9.0-0 13-0-0 19-8-0 22-0-0 ' 2-4-0 6-8-0 4-0-0 6-8-0 2 5x6 = 5x6 = Scale = 1:37.1 18 3x4 = 10 - 7 NOP2X STP = 7x8 = 4x8 = 3x4 = NOP2X STP = 3x10 II 3x10 11 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020frP12014 CSI. Tc 0.58 BC 0.15 WB 0.23 Matrix -MS DEFL. in (loc) Vdefl Ud Vert(LL) -0.02 8-9 >999 360 Vert(CT) -0.03 7-8 >999 240 Horz(CT) 0.00 7 n/a n/a Wind(LL) 0.02 8-9 >999 240 PLATES GRIP MT20 244/190 Weight: 130 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-12 oc purlins, except BOT CHORD 2x6 SP No.2 2-0-0 oc purlins (6-0-0 max.): 3-4. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=880/0-8-0, 7=880/0-8-0 Max Horz 10=-195(LC 10) Max Uplift 10=-462(LC 12). 7=359(1-13 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-16=783/385, 3-16=683/397, 3-4=-611/451, 4-17=684/397, 5-17=784/386 BOT CHORD 9-10=158/332, 8-9=-153/660 WEBS 2-10=-807/821, 2-9=-304/521, 5-8=-304/524, 5-7=-804/819 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 9-0-0, Exterior(2E) 9-0-0 to 13-0-0, Exterior(2R) 13-0-0 to 21-5-13, Interior(1) 21-5-13 to 22-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide This item has been will fit between the bottom chord and any other members. electronically Signed and 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=1b) sealed by Lee, Julius, PE 359. 1oaphic 1pudin 9) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. using a Digital Signature. Printed copies of this LOAD CASE(S) Standard document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. U86S Mitek USA, Inc.,FL'cert8634 6904 Backe East Blvd. Tampa EL33610 Date: May 3,2021 -------._...----.........._........._... -------._...._..-... -.......... ----------- — ................... ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/192020 BEFORE USE. ----� —-...........-._...._...-- --- e Design valid for use onlywith MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not NZ 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 T ' f is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the IP av� i fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PH Quality Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Rudy Vega T23802157 508208 K3 Common 2 1 Job Reference (optional) ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:02 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-17GG6r9J1 S1 wr4el4—smnl412JEawC7Emg7SC?zKGOB 7-0-0 11-0-0 16-0-0 22-0-0 7-0-0 4-0-0 5-0-0 6-0-0 44 = SXB = - = 3x4 = NOP2X STP = NOP2X STP = 3x4 = 3x4 = Scale = 1:40.4 Ig i 2-0-0 24-p 11-0-0 19-8-0 2¢0.�0�22-0-00 2-0-0 01 B-8-0 8-8-0 0-4-0 2-0-0 Plate Offsets (X Y)— [1:0-1-0,0-0-01,[9:0-4-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(L-) -0.09 9-10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.18 9-10 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.45 Horz(CT) 0.02 8 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wrid(LL) 0.02 9 >999 240 Weight: 111 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (size) 10=0-8-0, 8=0-8-0 Max Horz 10=239(LC11) Max Uplift 10=-462(LC 12), 8=359(LC 12) Max Grav 10=880(LC 1), 8=880(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-354/61, 3-4=656/453, 4-5=673/439, 5-6=254/121, 6-7=389/93 BOT CHORD 1-10=-16/314, 9-10=269/723, 8-9=260/598, 7-8=57/361 WEBS 4-9=-118/341, 3-10=782/676, 2-10=273/386, 5-8=850/780, 6-8=-1751287 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 11-0-0, Exterior(2R) 11-0-0 to 17-0-0, Interior(1) 17-0-0 to 22-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck 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 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 462 lb uplift at joint 10 and 359 lb uplift at joint 8. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. USO MiTek OSA, Inc. FL'Gert Ou 6904 Parke East B6rd. Tampi FL33010 Date: May 3,2021 _...... ------..... _............................. ---...--.---......_._........_..... ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511972020 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 ��'i��` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/1 Quality Criteria, DSB-89 and BCSI Building Component 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 Rudy Vega T23802158 508208 K4 COMMON GIRDER 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 1:5.431.1 s Apr 2u ZuZ1 mi 1 eK inaustries, Inc. mon may a ub:z4:u4 ZUL I rage I ID:OjR?uvPCrTEdiMbCgUSxELyQZsg=VOOXXBZZ3He4OoQBPuEsjAON7uKO39XD_CzHuzKGO9 i 2-4-0 7-10-4 11-0-0 14-1-12 2-4-0 5-64 3-1-12 3-1-12 4x4 II 4xt3 = Irluzb Inuzo 4x6 = lnuzb 8x8 = lnuzb 10x10 = 1-1— NOP2X STP = NOP2X STP = 3x10 11 THD26 THDH28-3 JUS24 6x8 = Scale = 1:40.5 Plate Offsets (X Y)— [1:0-2-12 0-1-4] [8:0-3-8 0-6 41 [9:0-2-12 0-6-0] LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.08 8-9 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.16 8-9 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.67 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC20201TPI2014 Matrix -MS Wind(LL) 0.11 8-9 >999 240 Weight: 435 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 2x8 SP No.2 except end verticals. WEBS 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 6-7: 2x8 SP No.2 REACTIONS. (size) 11=0-8-0, 7=0-8-0 Max Horz 11=214(LC 6) Max Uplift 11=3317(LC 8), 7=3444(LC 8) Max Grav 11=7155(LC 1), 7=7785(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2268/1014, 2-3=9218/4052, 34=8448/3841, 4-5=-8226/3742, 5-6=-11466/5205, 6-7=-7082/3197 BOT CHORD 1-11=-882/2012, 10-11 =1 045/2078, 9-10=-3533/8175, 8-9=-4566/10181, 7-8=648/1423 WEBS 2-11=-4485/2131, 2-10=2694/6290, 3-10=-436/1021, 3-9=-1121/482, 4-9=-3256/7213, 5-9=-4498/2176, 5-8=2224/4716, 6-8=-3988/8949 NOTES- 1) 3-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 5-8 2x4 - 2 rows staggered at 0-4-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. This Item has been 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; electronically signed and Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 sealed by Lee, Julius, PE 5) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific using a Digital Signature. to the use of this truss component. Printed COpleS Of this 6) All plates are MT20 plates unless otherwise indicated. document are not Considered 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 signed and sealed and the will Td between the bottom chord and any other members. signature must be verified 9) Bearing atjoint(s) 7 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify on any electronic copies. capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 3317 lb uplift atjoint 11 and 3444 lb Julius Lee PE No. UN9 uplift at joint 7. Miiek USA, Inc. FLCert6..63d 11) Use USP THD26 (With 18-16d nails into Girder & 12-10d x 1-1/2 nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 6964P.arke;EastBivd.Tampa EL 33610 4-0-12 from the left end to 8-0.12 to connect truss(es) to front face of bottom chord. Dater 12) Use USP THD26 (With 18-16d nails into Girder & 12-1Od x 1-1/2 nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at May 3,2021 10-0-12 from the left end to 12-0-12 to connect truss(es) to front face of bottom chord. .-- ----------- -- -- —-._..__....._.__........._..---- — —-._._.._..__.._......_..__.—._..._...-— .... --------...... _........._.......-...._.............._..._..._._..._....-- - -- -- ConSlnued on page 2 0 WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119,2020 BEFORE USE. Design valid for use only with Miiek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Miiek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rP/l 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 Rudy Vega T23802158 508208 K4 COMMON GIRDER 1 q J Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:04 2021 Page 2 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg_VOOXXBZZ3He4OoQBPuEsjAON7uKO39XD_czHuzKG09 NOTES- 13) Use USP THDH28-3 (With 36-16d nails into Girder & 12-16d nails into Truss) or equivalent at 14-1-12 from the left end to connect truss(es) to front face of bottom chord. 14) Use USP JUS24 (With 4-1 Od nails into Girder & 2-1 Od nails into Truss) or equivalent at 15-7-4 from the left end to connect truss(es) to front face of bottom chord. 15) Fill all nail holes where hanger is in contact with lumber. 16) "NAILED" indicates 3-1 Od (0.148"xY) or 3-12d (0.148"x3.25') toe -nails per NDS guidlines. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 174 lb down and 43 lb up at 19-8-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=60, 4-6=60, 1-7=20 Concentrated Loads (lb) Vert: 6=152 10=1237(F) 8=6308(F) 14=-1106(F) 15=-1172(F) 16=-1317(F) 17=1399(F) 18=-502(F) 19=172(F) -----._.....-----_� ...— —------ ........................ A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5192020 BEFORE USE. Design valid for use only with MiTekD 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 guidanceregarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1nPl1 QuaW 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 Rudy Vega T23602159 508208 L1 Hip Girder 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905. 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:05 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-SiyOktCB KNPViYNcl7PTPxiF_XJp7ergSeL7pKzKG08 2-4-0 11-6-0 14-2-0 i 16-6-0 , 2 4-0 2-8-0 6-6-0 2-8-0 2-4-0 Special Special 6x6 = NAILED NAILED NAILED 5x6 - NOP2X STP = Special 2x4 2x4 11 Special Scale = 1:27.5 0 NOP2X STP = 2x4 11 2-0-0 -4 5-0-0 11-6-0 142-0 t 16-6-o 2-0-0 4 2-8-0 6-6-0 2-8-0 -4- 2-0-0 Plate Offsets (X,Y)-[1:0-1-0,0-0-0],[3:0-3-0,0-2-7],[4:0-3-0,0-2-7] [8:0-2-12,0-3-0] LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (loc) Vdefl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.04 8-9 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.08 8-9 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code FBC202OTrP12014 Matrix -MS Wind(LL) -0.05 8-9 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except` TOP CHORD 3-4: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.2 REACTIONS. (size) 10=0-8-0, 7=0-8-0 Max Horz 10=109(LC 6) Max Uplift 10=476(LC 8), 7=366(LC 8) Max Grav 10=815(LC 39), 7=813(LC 38) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-082/267, 3-4=626/295, 4-5=694/290 BOT CHORD 8-9=-224/662 WEBS 2-10=785/412, 2-9=299/745, 3-9=252/157, 4-8=253/134, 5-8=290/754, 5-7=-781 /355 PLATES GRIP MT20 244/190 Weight: 84 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-4. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-16; VuH=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 476 lb uplift at joint 10 and 366 lb uplift at joint 7. 9) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) "NAILED" indicates 3-1 Old (0.148"x3") or 3-12d (0.148"x3.25') toe -nails per NDS guidlines. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 257 lb down and 195 lb up at 5-0-0, and 257 lb down and 195 lb up at 11-6-0 on top chord, and 132 lb down and 260 lb up at 5-0-0, and 132 lb down and 260 lb up at 11-5-4 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). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51192020 BEFORE USE. Design valid for use only with N17ek0connectors. This design is based only. upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIMP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE,No. 34869 pAtoiusA Inc.FLCertB¢34 ii§ 4ParkeEastBlvd;TampaFL33611t Date: May 3,2021 MiTek` 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Rudy Vega T23802159 508208 L1 Hip Girder 1 1 Job Reference o tional Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MITek Industries, Inc. Mon May 3 08:24:05 2U21 Page 2 ID:OjR?uvP CrTEdiM bCgU SxELyQZsg-SiyOktCB KN PViYNcl7 PTPxiF_XJp7erg SeL7pK2KGOB LOAD CASE(S) Standard Uniform Loads (plo Vert: 1-3=-60, 3-4=60, 4-6=60, 11-14=20 Concentrated Loads (lb) Vert: 3=41 (F) 4=41 (F) 8=1 31 (F) 9=1 31 (F) ®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 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 IVi iTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP/1 Quality Criteria, DSB-69 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 Rudy Vega T23802160 508208 L2 Hip Girder 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:06 2021 Page 1 ID:Oj R?uvP C rTEd iM bCgUSxELyQZsg-wuVm yDDp5gXM J iyoJ gxix8FR8xhbs5egh 15gLmzKG07 4-9-8 7-8-8 12-6-0 i 4-9-8 2-11-0 4-9-8 5x6 = 5x6 = 8 NAILtU 4x4 = NAILeu 4x8 = NAILeu 5 Scale = 1:25.6 NOP2XSTP = NAILED NAILED NOP2XSTP = 3x4 11 3x4 II 4-9-8 7-8-8 12-6-0 i 4-9-8 2-11-0 4-9-8 Plate Offsets (X,Y)— [2:0-3-0,0-2-01,[3:0-3-0,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.01 6 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.03 5-6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.01 7 >999 240 Weight: 81 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.2 *Except* BOT CHORD 1-8,4-5: 2x6 SP No.2 REACTIONS. (size) 8=0-8-0, 5=0-8-0 Max Horz 8=100(LC 6) Max Uplift 8=245(LC 8), 5=245(1_C 8) Max Grav 8=978(LC 1), 5=978(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1037/308, 2-3=867/327, 3-4=-1039/308, 1-8=-829/251, 4-5=-826/250 BOT CHORD 6-7=-205/859 WEBS 3-6=-75/277, 1-7=134/720, 4-6=133/718 Structural wood sheathing directly applied or 5-4-7 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-3. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 245 lb uplift at joint 8 and 245 lb uplift at joint 5. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) "NAILED" indicates 3-1Od (0.148"x3') or 3-12d (0.148"x3.25) toe -nails per NDS guidlines. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-60, 2-3=60, 3-4=60, 5-8=20 Concentrated Loads (lb) Vert: 1=754=759=168(B) 10=168(B) 11=168(B) 12=168(B) 13=168(B) ®WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek®wnnectors. 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 . 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 BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE'No, 54868 Mi7ak;USA, Inc., FL Curt 6614' 6904'Earko East Blvd. Tampa FU3616 Data: May 3,2021 MiTek° 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Rudy Vega T23802161 508208 M1 MONOPITCH 8 1 Job Reference (optional) Tibbetts Lumber Co, Palm Bay, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon May 3 16:36:21 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-U BHVhtwyKxOMZUTfVvkF63vRfUCWzjeERnOY62zKA2u 7-4-0 7-4-0 4x4 i 3x4 i NOP2X STP = 4x6 = Scale = 1:26.3 0 7-4-0 0220.8- 0 6-8-0 Plate Offsets (X Y)— [1:0-3-9,0-1-81, [3:Edge 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.09 3-6 >912 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.03 3-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MS Weight: 37lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=331/0-8-0, 3=23810-8-0 Max Horz 1=191(LC 12) Max Uplift 1=-242(LC 12), 3=-268(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 2-3=196/326 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 7-1-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) 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-G-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 Ito uplift atjoint(s) except (jt=lb) 1=242,3=268. This item has been LOAD CASE(S) Standard electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No:34869 MiTekU§A„ tnc. fL Cart 6634 6904 Parke East Blvd. Tampa FL33610 Date: May 3,2021 ®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 y a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rPlf 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 Rudy Vega T23802162 508208 M2 MONOPITCH GIRDER 1 2 Job Reference o tional Tibbetts Lumber Company, Palm Bay, FL - 32905, 44 = 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:08 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-sHdXNvE4dlo4Z?6BQFzAOZKnJkl9K1 f78canQfzKG05 6-8-0 6-8-0 3x4 II 2 JUS14 JUtiZ4 JUS24 NOP2X STP = 4x4 11 Scale = 1:26.5 Plate Offsets (X,Y)— [1:0-0-0,0-0-61 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.12 3-6 >653 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.10 3-6 >785 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.01 1 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 81 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x6 SP No.2 BOT CHORD REACTIONS. (size) 1=0-8-0, 3=0-8-0 Max Harz 1=173(LC 8) Max Uplift 1=810(LC 8), 3=-923(LC 8) Max Grav 1 =961 (LC 1). 3=965(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 6-0-0 cc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) 2-ply truss to be connected together as follows: Top chords connected with 1 Od (0.131 "x3") nails as follows: 2x6 - 2 rows staggered at 0-9-0 cc. Bottom chords connected with 10d (0.131"x3") nails as follows: 2x6 - 2 rows staggered at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift; Cat. 11; Exp C: Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 810 lb uplift at joint 1 and 923 lb uplift at joint 3. 9) Use USP JUS24 (With 4-1 Od nails into Girder & 2-1 Od nails into Truss) or equivalent spaced at 2-0-0 cc max. starting at 1-2-12 from the left end to 5-2-12 to connect truss(es) to back face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=60, 3-4=20 Concentrated Loads (lb) Vert: 7= 470(B) 8=470(B) 9=-470(B) This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PENo:3g869 Mi ek,USA,tnc.FLCart6634. 6904 Parke East Blvd. Tampa FL 33616 Dater May 3,2021 ®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 /6iTek• 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 iVi fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP/1 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 Job Truss Truss Type Qty Ply T23802163 508208 M3 MONOPITCH 8 1 �RudyVega Job Reference (optional) nbbetts Lumber Co, Palm Bay, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon May 3 16:37:41 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-8a7ITDu7VXT?9ma1 B iA?MxDB4kYBjIS?gOOnwPzKA1 e 2-4-0 7-0-0 12-3-0 . 13-7-8 , i O 11 „' 3x4 = NOP2X STP = 4x8 = 3x4 = 3x6 11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 TCDL 10.0 Lumber DOL 1.25 BC 0.36 BCLL 0.0 Rep Stress Incr YES WB 0.58 BCDL 10.0 Code FBC2020/rP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 'Except* 5-6: 2x6 SP No.2 REACTIONS. (lb/size) 6=43910-8-0, 11=650/0-8-0 Max Horz 11=436(LC12) Max Uplift 6=-488(LC 12), 11= 464(1_C 12) DEFL. in (loc) Udefl L/d Vert(LL) 0.07 9-10 >999 240 Vert(CT) -0.03 9-10 >999 240 Horz(CT) -0.01 6 n/a n/a Scale = 1:42.5 PLATES GRIP MT20 244/190 Weight: 98lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 10-0-0 oc bracing: 7-9 JOINTS 1 Brace at Jt(s): 7 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-15=452/630, 3-15=-339/640 BOT CHORD 11-17=718/108, 10-17=-718/108, 9-10=276/29, 7-9=252/126, 4-7=880/276, 6-7=-333/131 WEBS 2-11=556/825, 2-10=612/439, 7-1 0=-1 123/351, 3-7=206/587, 4-6=459/1182 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 13-4-12 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) 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 atjoint(s) except (jt=lb) 6=488,11=464. LOAD CASE(S) Standard This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE,N& IU69 WMA USA, Ind. FL Gert8634 fo304P.arke;East Bivd! Tampa FL33610 Date: May 3,2021 . — -. - — -- -- - - -- - ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED f•41TEtC 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 properly incorporate this design into the overall p� T Qk` 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 IYIf I fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available fmm Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Rudy Vega T23802164 508208 M4 MONOPITCH 1 1 Job Reference (optional) Tibbetts Lumber Cc, Palm Bay, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon May 3 16:39:03 2021 Page 1 ID:Oj R?uvPCrTEdiM bCgUSxELyQZsg-I L41 hGtZBjoN?Nro?xe EhDcBVoW Hwxl4h—G6ofzKAOM 7-0-0 i 12-5-13 _J 7-0-0 5-5-13 Scale = 1:39.2 3X4 - 4X4 = NOP2X STP = 6x6 = 3x6 I I 2-0-0 2 - 7-0-0 12-5-13 2-0-0 0-4- 4-8-0 5-5-13 Plate Offsets (X Y)— [1:0-1-0,0-0-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.09 5-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.04 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC20201TP12014 Matrix -MS Weight: 75 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-6-5 cc bracing. 4-5: 2x6 SP No.2 REACTIONS. (lb/size) 5=375/0-10-9, 7=60510-8-0 Max Horz 7=329(LC 12) Max Uplift 5=-440(LC 12), 7=-440(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11=387/604, 3-11=-275/614 BOT CHORD 7-12=304/137, 6-12=-304/137, 5-6=-896/296 WEBS 3-5=341/1034, 2-7=517/829, 3-6=-442/142, 2-6=-612/394 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 12-3-1 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) 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. This Item has been 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) electronically signed and 5=440, 7=440. sealed by Lee, Julius, PE using a Digital Signature. LOAD CASE(S) Standard Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No U$66 MiTek USA, Inc. FL Cart6634 6604 Parke East Slid. Tampa EL33616 Date: May 3,2021 - ---.._..- ------- --- - - ---- -- ---......_..._..----..._.._..-- - - - - --- --------- WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE MII.7473 rev. 51192020 BEFORE USE. -- - -- ---- --- Des sign valid for use only with MTek® connectors. This design is based only upon 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 pp� ��• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iYlT f fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rP11 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 Ply T23802165 5oe208 M5 ROOF SPECIAL �Qty 1 1 �RudyVega Job Reference (optional) Tibbetts Lumber Co, Palm Bay, FL 8A30 s Nov 30 2020 MiTek Industries, Inc. Mon May 3 16:38:30 2021 Page 1 ID:OjR7uvPCrTEdiMbCgUSxELyQZsg-D7aGm_Usyae2YIgSZVYVrGIZBUE_hzLD5Lml83zKA0t i 8-5-4 13-D-12 , B-5-4 4-7-8 Scale: 3/8"=l' 6.00 12 4x4 = 2-9-15 3-1 8-5-4 13-0-12 2-9-15 5-1 5-1-11 4-7-8 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2020lrP12014 CSI. DEFL. in (loc) Vdefl Ud TC 0.38 Vert(LL) 0.06 6-7 >999 240 BC 0.46 Vert(CT) -0.03 6-7 >999 240 WB 0.40 Horz(CT) -0.00 5 n/a n/a Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 `Except* BOT CHORD 4-5: 2x6 SP No.2 REACTIONS. (lb/size) 5=336/0-10-15, 7=691/0-11-5 Max Harz 7=277(LC 12) Max Uplift 5=-078(LC 12), 7=544(1_13 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=546/256, 2-11=-341/494, 3-11=-285/500 BOT CHORD 1-7=197/543, 5-6=739/268 WEBS 2-6=806/478, 3-6=-355/121, 3-5=-309/858, 2-7=580/928 6x6 = PLATES GRIP MT20 244/190 Weight: 73 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 12-10-0 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 5=378,7=544. LOAD CASE(S) Standard This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lea PE No: U869 MiTek lJSA Inc. FL Cert8634 8904 Parke East Blvd. Tampa FL 33610 Dater May 3,2021 ®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 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 T A' M� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the I.ell• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS"P/1 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 T23802166 508208 Me ROOF SPECIAL 2 �RudyVega 1 Job Reference (optional) Tibbetts Lumber Co, Palm Bay, FL UAJU s rvov aU ZUZU mu eK meusmes, roc. man may o i—i:54 coc i raye i ID:Oj R?uvPCrTEdiM bCq USxE LyQZsg-LJSTBs FOtFizD6j IJxiV Rm O VZH3whxnep I G FNMzKA?t 3-2-14 7-0-0 12-11-4 3-2-14 3-9-2 5-11-4 4X4 — bXb — 3x6 11 Scale = 1:28.5 2-9-3 -5-1 3-9-2 5-11-4 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.14 5-6 >841 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.06 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.30 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 69lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-0-12 oc bracing. 4-5: 2x6 SP No.2 REACTIONS. (lb/size) 5=335/0-10-9, 7=68210-11-5 Max Horz 7=241(LC 12) Max Uplift 5=-359(LC 12), 7=-553(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-668/310, 2-11=359/681, 3-11=-291/683 BOT CHORD 1-7=-259/665, 7-12=-259/302, 6-12=-259/302, 5-6=-879/310 WEBS 3-5=311/888, 2-7=581/1073, 2-6=-1150/598 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-G-0, Interior(1) 6-0-0 to 12-8-8 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) This item has been 5=359, 7=553. electronically signed and LOAD CASE(S) Standard sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No34869 ' MiTek USA, Inc.. FLCart 6634' 6994 Parke East Blvd. Tampa FL33610 Date: May 3,2021 ®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 Mffek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must 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 IYi� I is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �tI� �(' QW fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rPl1 Quality Criteria, DSB-89 and BCS1 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 Rudy Vega T23802167 508208 MG1 MONOPITCH GIRDER 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, NOP2X STP = 2x4 II 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:12 2021 Page 1 ID:q R?uvPCrTEdiMbCgUSxELyQZsg-12t2CGHahWIV2dPyf516BPVQYLj?GrHi3EY—ZQzKG01 54-0 54-0 54-0 2x4 11 2 NOP2X STP = 4x6 = Scale = 1:26.6 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020rTP12014 CSI. TC 0.50 BC 0.31 WB 0.02 Matrix -MP DEFL. in Vert(LL) 0.03 Vert(CT) -0.03 Horz(CT) -0.00 (loc) Ildeft Lid 3-4 >999 240 3-4 >999 240 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 38 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x6 SP No.2 `Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-3: 2x4 SP No.2 REACTIONS. (size) 3=0-8-0, 4=0-8-0 Max Horz 4=131(LC 8) Max Uplift 3=258(LC 8), 4=-146(LC 8) Max Grav 3=269(LC 1), 4=309(LC 1) 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; 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 speck to the use of this truss component. 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 258 lb uplift at joint 3 and 146 lb uplift at joint 4. 7) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 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 (pif) Vert: 1-2=-60, 3-4=20 Concentrated Loads (lb) Vert: 5=188(B) This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius LeoPE No. U869 MiTek USA, Inc. FL Cart 6634 W4 Parke East Blvd. Tampa FL33610 Dates May 3,2021 ............ ...... —-------- ® 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 �r a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall �pA ■■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 'y9�Tek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1rP/1 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 Rudy Vega T23802168 508208 MG3 MONOPITCH GIRDER 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:13 2021 Page 1 ID:Oj R?uvP C rTEd iM bCgUSxE LyQZsg-D EQ QQc I CSq QMfn_8DoZLjd2dLlzC?Bbs IuHY5szKG 00 5-0-0 10-3-0 , 11-7-8 , 5-0-0 5-3-0 1-4-8 Scale = 1:44.7 a.e i 4 2X4 1 3x' IP2X STP = d N NCP2X STP THD26 4x8 = 2x4 II = 5x6 II JUS24 NAILED LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.26 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020lrP12014 CSI. TC 0.36 BC 0.70 WB 0.47 Matrix -MS DEFL. in (loc) Vdefl Ud Vert(L-) 0.03 9-10 >999 360 Vert(CT) 0.05 9-10 >999 240 Horz(CT) -0.01 5 n/a Na Wind(LL) -0.04 9-10 >999 240 PLATES GRIP MT20 244/190 Weight: 101 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins, BOT CHORD 2x4 SP No.2 *Except` except end verticals. 7-10: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: WEBS 2x4 SP No.2 *Except` 10-0-0 oc bracing: 6-8 4-5,1-10: 2x6 SP No.2 JOINTS 1 Brace at Jt(s): 6 REACTIONS. (size) 5=0-8-0, 10=0-8-0 Max Horz 10=451(LC 24) Max Uplift 5=-669(LC 8), 10=-926(LC 8) Max Grav 5=653(LC 31). 10=807(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-936/656, 2-3=290/144, 1-10=-657/439 BOT CHORD 9-10=-730/146, 3-6=519/534 WEBS 2-9=557/534, 6-9=950/851, 2-6=714/625, 3-5=667/681, 1-9=249/706 NOTES- 1) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer/ Project engineer responsible forverifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 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 This item has been will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 669 lb uplift atjoint 5 and 926 lb uplift at electronically signed and joint10. sealed by Lee, Julius, PE 7) Use USP THD26 (With 18-16d nails into Girder & 12-10d x 1-1/2 nails into Truss) or equivalent at 3-0-4 from the left end to connect using a Digital Signature. truss(es) to front face of bottom chord, skewed 0.0 deg.to the left, sloping 0.0 deg. down. Printed copies of this 8) Use USP JUS24 (With 4-1 Od nails into Girder & 2-1 Od nails into Truss) or equivalent at 5-0-4 from the left end to connect truss(es) to front face of bottom chord, skewed 0.0 deg.to the left, sloping 0.0 deg. down. document are not Considered 9) Fill all nail holes where hanger is in contact with lumber. Signed and Sealed and the 10) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25') toe -nails per NDS guidlines. signature must be Verified 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). On any electronic Copies. LOAD CASE(S) Standard Julius Lee PE No. 34669 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 MiTek USA, Ina FL -Carl 6634 Uniform Loads (plf) SWParke East Blvd. Tamp FL33610 Vert: 14=-60, 8-10=20, 7-8=20, 5-6=20 pato: May 3,2021 Continued on page 2 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 ofdesign parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the )'i�k' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVfP/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 Rudy Vega T23802168 508208 MG3 MONOPITCH GIRDER 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 11=218(F) 12=373(F) 8.430 s Apr 20 2021 MI I eK Industries, Inc. Mon May 3 Utf:Z4:13 ZUZI rage Z ID:Oj R?uvPC rTEd iM bCgUSxELyQZsg-D EQ QQcI CSgQMfn_8D oZLjd2dLlzC?BbsluHY5szKG00 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 WeW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/f Duality 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 Rudy Vega T23802169 508208 Nil Hip Girder 1 1 Job Reference o tional ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MTek Industries, Inc. Mon May 3 08:24:15 2021 Page 1 ID:Oj R?uvP CrTEdiMbCgU SxELyQZsg-9dYArl KTzRg4v48XLDbpo27rOZhaT3k91 Cmf9lzKGO- 11-7-15 13-0-4 2-0-0 4-4-8 10-3-11 11-0-0 1114 18-11-7 20-1t-15 23-3-15 2-0-0 2-0-8 5-11-3 1-0-5 0- - 5 5-11-3 2-0-8 2-0-0 4.04 12 0-3.15 1-0-5 Scale = 1:42.5 5x6 = 5x6 5 6 5x6 ZZZ 2x4 1 sxa = 3x4 — NOP2X STP = r 2x4 NOP2X STP = 6x6 = 6x6 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020rrP12014 CSI. TC 0.86 BC 0.57 WB 0.62 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl L/d -0.08 14-16 >999 360 -0.15 14-15 >999 240 0.14 10 n/a n/a 0.15 14-15 >999 240 PLATES GRIP MT20 244/190 Weight: 172 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 4-5,5-6: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: BOT CHORD 2x4 SP No.2 *Except* 10-0-0 oc bracing: 16-18, 11-13 13-16: 2x10 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (size) 19=0-8-0, 10=0-8-0 Max Horz 19=224(LC 7) Max Uplift 19=1233(LC 8), 10=-1132(LC 8) Max Grav 19=1877(LC 29), 10=1877(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3430/1892, 34=3228/2091, 4-5=2957/2013, 5-6=-2898/2019, 6-7=3195/2098, 7-8=-3228/1977 BOT CHORD 18-19=-155/299, 3-16=209/259, 15-16=1786/3416, 14-15=-1510/2673, 13-14=1855/3081, 10-11 =1 66/266 WEBS 2-19=-1620/945, 16-19=621/425, 2-16=1807/3211, 3-15=-708/408, 4-15=-483/626, 5-15=-505/833, 6-14=499/626, 7-14=596/437, 10-13=-546/360, 8-13=-1815/3024, 8-10=15311934, 5-14=521/815 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. electronically Signed and 4) All plates are MT20 plates unless otherwise indicated. Sealed by Lee, Julius, PE 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. using a Digital Signature. 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 Printed copies of this will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1233 lb uplift at joint 19 and 1132 lb document are not considered uplift at joint 10. signed and sealed and the 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 392 lb down and 323 lb up at signature must be verified 10-3-11, 598 lb down and 460 lb up at 11-4-1, and 598 lb down and 460 Ito up at 11-11-14, and 392 lb down and 323 lb up at on any electronic copies. 13-0-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Julius Lee PE N6.'U$69 Miu USA, Inc. FL-Cert 0634 LOADCASE(S) Standard 6904P.arkeEzstB,Nd.TampaFL33610 Date; May 3,2021 'ontinued on page 2 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19.2020 BEFORE USE. + Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing p(� q� T ke is always required for stability. and to prevent collapse with possible personal injury and property damage. For general guidance regarding the `y'f iP fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?Pill Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply Rudy Vega T23802169 508208 N1 Hip Girder 1 1 Job Reference o tional Tibbetts Lumber Company, Palm Bay, FL - 32905. 8.430 s Apr 20 2021 MITek Industries, Inc. Mon May 3 Ut$:14:1 b 2u21 rage 2 I D:Oj R7uvP CrTEd iM bCgU SxELyQZsg-9dYArl KTzRg4v48XLDbpo27rOZhaT3k91 Cmf9lzKG 0_ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 4-5=60, 5-6=60, 6-9=60, 18-20=20, 17-18=20, 13-16=20, 11-12=20, 11-23=20 Concentrated Loads (lb) Vert: 15=313(B) 14=-313(B) 26=505(B) 27=-505(B) -- --- -- —-.._.... _................. _._............ -----................................. - ................. ---- --- -- .._—..—..._._... --------....._..-....._........- .._._..-...-...--- --- --- - -- ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. $119,2020 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 properly incorporate this design into the overall vppiT building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing itV1� IP..�g 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/rPlf 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 Job Truss Truss Type Qty Ply Rudy Vega T23802170 508208 N2 Roof Special 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:17 2021 Page 1 ID:OjR?uvPCrTEd iM bC qU SxE LyQZsg5?gxG—LjV3wo801vS ed HuTC CzM HjxuYRD WRD ezKGNy i 2-0-0 4-0-8 11-7-15 18-11-7 20-2-0 i 22-9-1 2-4-0 2-0-8 7-3-7 7-3-7 1-2-10 2-7-0 46 = 17 io 11 -w a 8 3x4 = NOP2X STP = 2x4 11 2x4 11 3x6 11 Scale = 1:43.7 3x4 = 4x8 = 20-2-0 2-0-0 4-0-e 4 11-7-15 18-7-15 18 1 -7 22-9-1 2-0-0 -0 2-0-8 0. 6-11-15 6-11-15 0-3- 1-2-10 2-7-0 Plate Offsets (X,Y)— [1:0-1-0,0-0-0),[12:0-5-8,0-3-0) 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 0.77 Vert(LL) -0.11 11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.26 12-13 >923 240 BCLL 0.0 Rep Stress lncr YES WB 0.92 Horz(CT) 0.15 8 n/a n/a BCDL 10.0 Code FBC2020lrP12014 Matrix -MS Wind(LL) 0.15 11 >999 240 Weight: 124 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD WEBS REACTIONS. (size) 8=Mechanical, 17=0-8-0 Max Horz 17=223(1_C 10) Max Uplift 8=326(1_C 12), 17=505(LC 12) MaxGrav 8=808(LC 1). 17=101B(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=334/182, 2-3=1493/704, 3-4=1087/644, 4-5=1085/651, 5-6=-2333/1401, 6-7=-10691609, 7-8=763/470 BOT CHORD 1-17=-1391334, 3-14=118/308, 13-14=989/1804, 12-13=-1573/2381, 5-12=83/496 WEBS 2-17=844/530, 14-17=320/372, 2-14=870/1430, 3-13=939/682, 4-13=-1301532, 5-13=-1660/1225,9-12=586/1165,6-12=916/1370,6-9=-1627/934,7-9=-697/1228 Structural wood sheathing directly applied or 3-7-14 oc purlins, except end verticals, and 2-0-0 oc purlins (5-7-0 max.): 6-7. Rigid ceiling directly applied or 4-8-3 oc bracing. Except: 10-0-0 oc bracing: 14-16, 10-12 1 Row at midpt 5-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 11-7-15, Exterior(2R) 11-7-15 to 17-7-15, Interior(1) 17-7-15 to 22-7-5 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 326 lb uplift at joint 8 and 505 lb uplift at joint 17. 10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PENo 34669 fJiTek Uk Inc. FL'Cert 66U 6964 Parke East Blvd. Tempi FL 3MI6 'Date: May 3,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 101147473 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 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 �� 1q �i k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/1"P11 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 Rudy Vega T23802171 508208 N3 Roof Special 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:18 2021 Page 1 I D:Oj R7uvPC rTEdiMb CgUSxE LyQZsg-ZC EJTJ M LGM2fmYs6OL8WQg INkmgvgKibRA7J14zKG Nx 2-4-0 4-4-8 11-7-15 i 18-4-10 15-11,7 20-9-1 21-0 2-0-8 7-3-7 6-8-11 -1§ 1-9-16 ' 46 = d NIb 16 10 ` 8 3x4 = NOP2X STP = 2x4 I 2x4 11 6x6 = 3x4 = Scale = 1:42.0 2-0.0 2r4-,0 4-0-8 4r8�0 11-7-15 i 18-7-15 18r11-7 20-9-1 2-0.0 0-4- 2-0.8 036 6-11-15 6-11-15 0.3-'8 1-9-10 ' Plate Offsets (X,Y)—[1:0-1-0,0-0-0],[11:0-2-12,0-2-41 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 0.77 Vert(LL) -0.08 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.17 12-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.08 8 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -MS Wlnd(LL) 0.06 14 >999 240 Weight: 117 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-5 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-7. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-9-0 oc bracing. Except: 10-0-0 oc bracing: 13-15, 9-11 REACTIONS. (size) 8=Mechanical, 16=0-8-0 Max Horz 16=207(LC 10) Max Uplift 8=297(LC 12), 16=-467(LC 12) Max Grav 8=728(LC 1), 16=938(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-346/184, 2-3=1356/696, 3-4=913/564, 4-5=893/573, 5-6=670/377, 6-7=-031/375, 7-8=703/438 BOT CHORD 1-16=-141/347, 3-13=100/273, 12-13=1043/1667, 11-12=-694/988 WEBS 2-16=-775/534, 13-16=296/310, 2-13=868/1311, 3-12= 945/655, 4-12=-48/418, 5-12=-376/356, 5-11=7881`770, 7-11=532/894 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 11-7-15, Exterior(2R) 11-7-15 to 17-7-15, Interior(1) 17-7-15 to 20-7-5 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. This item has been 4) Provide adequate drainage to prevent water ponding. electronically Signed and 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Sealed by Lee, Julius, PE 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 using a Digital Signature. will fit between the bottom chord and any other members. Printed COpleS Of this 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 297 lb uplift at joint 8 and 467 Ito uplift at document are not considered joint16. signed and sealed and the 10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. signature must be Verified on any electronic copies. Julies Lee PE No. U869 MiTek;USA; Inc. FL `Cart es34' 69D4 Parke East Blvd. Tampa FL33610 Data: May 3,2021 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/1912020 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 iVi iTek° is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIoTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available fmm Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Rudy Vega T23802172 508208 N4 Roof Special 1 1 Job Reference (optional) ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:19 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-10ohgfNzl gAWNiRIa3flzulXXA1 bPnikggksl WzKGNw 2�-0 4-4-8 11-7-15 16-7-4 1&9-1 21% 2-0� 7-3-7 4-11-4 2-1-13 4x6 = 3x4 = NOP2X STP = 2x4 11 3x4 = 4-4-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.08 8-9 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.18 8-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.05 7 n/a n/a BCDL 10.0 Code FBC2020lTPI2014 Matrix -MS Wind(LL) 0.06 10 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. (size) 7=Mechanical, 12=0-8-0 Max Horz 12=190(LC 10) Max Uplift 7=277(LC 12), 12=426(LC 12) Max Gram 7=639(LC 1), 12=859(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=361/185, 2-3=1218/719, 3-4=731/466, 4-5=688/512 BOT CHORD 1-12=142/363, 8-9=1169/1530, 7-8=368/461 WEBS 2-12=-705/544, 9-12=274/234, 2-9=901/1191, 3-8=961/801, 4-8=-0/313, 5-7=-704/588 Scale = 1:41.0 P cb N I0 PLATES GRIP MT20 244/190 Weight: 102 lb FT = 20% Structural wood sheathing directly applied or 5-1-2 oc puffins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-6. Rigid ceiling directly applied or 5-5-4 oc bracing. Except: 10-0-0 oc bracing: 9-11 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 11-7-15, Exterior(2E) 11-7-15 to 16-7-4, Interior(1) 16-7-4 to 18-7-5 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 277 lb uplift at joint 7 and 426 lb uplift at joint 12. 10) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE'No. U869 MTak USA, Inc.. FLCart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 3,2021 ®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 MTek0 connectors. This design is based only upon parameters shown, and is for an Individual building component, not p®®® a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall MOW building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing oy� iTek� Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PN quaft 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 Job Truss Truss Type Qty Ply Rudy Vega T23802173 508208 N5 Roof Special 1 1 Job Reference o tional ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:21 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-_nvR5LOEZHQEd?bhhUiD2JNsJ_k7thD188DzMPzKGNu 2-4-0 4- 11-7-15 14-9-13 1rr9-1 i 244 2-0-8 7-3-7 3-1-14 1-11-4 4x6 = 3x4 = NOP2X STP = 2x4 11 3x4 = Ia Scale = 1:40.1 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/rP12014 CSI. TC 0.88 BC 0.57 WB 0.94 Matrix -MS DEFL. in Vert(LL) -0.09 Vert(CT) -0.19 Horz(CT) 0.05 Wind(LL) 0.06 (loc) Vdefl L/d B-9 >999 360 8-9 >918 240 7 n/a n/a 10 >999 240 PLATES GRIP MT20 244/190 Weight: 96 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-6. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-6 oc bracing. Except: 10-0-0 oc bracing: 9-11 REACTIONS. (size) 7=Mechanical, 12=0-8-0 Max Horz 12=229(LC 12) Max Uplift 7=258(LC 12), 12=379(LC 12) Max Grav 7=557(LC 1), 12=780(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-376/186, 2-3=1076/719, 3-4=562/356, 4-5=488/423 BOT CHORD 1-1 2=-1 43/380, 8-9=1275/1385, 7-8=228/258 WEBS 2-12=634/545, 9-12=252/164, 2-9=913/1067, 3-8=959/941, 5-8=-169/277, 5-7=-537/479 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 11-7-15, Exterior(2E) 11-7-15 to 14-9-13, Interior(1) 14-9-13 to 16-7-5 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. This Item has been 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. electronically Signed and 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 sealed by Lee, Julius, PE Will fit between the bottom chord and any other members. using a Digital Signature. 8) Refer to girder(s) for truss to truss connections. Printed copies of this p 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 258 lb uplift at joint 7 and 379 lb uplift at document joint 12. are not considered 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Signed and Sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34869 Mmi USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa PL 33610 Date., May 3,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-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 p p building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing BWIi ele B 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 ANS11rPl1 Quality Cr/ter/a, DSB-99 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 Rudy Vega T23802174 508208 N6 Roof Special 1 1 Job Reference (optional) ribbetts Lumber Company, Palm Bay, FL - 32905, 8,430 S Apr ZU ZU21 MI I eK Industries, Inc. Man May 3 ut3:24:L2 2u21 rage 1 I D:Oj R?uvPCrTEd iM bC qU SxELyQZsgSzTgJhPsKbY4E9AtF BDS bwwokN4fceeBMozWurzKG Nt i 2-4-0 4-4-8 11-7-15 1 13:17 1 149-1 2-4-0 2-0.8 7-3-7 1-d-7 1-8-10 4x6 = 3x4 = NOP2X STP = 2x4 11 3x4 = 2-0-0 2 4-4-8 4 8 0 11-7-15 149-1 2-0-0 0-4- 2-0.8 0-3-8 6-11-15 Plate Offsets (X,Y)— [1:0-1-0,0-0-01, [3:0-1-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.09 8-9 TCDL 10.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.19 8-9 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) -0.04 7 BCDL 10.0 Code FBC2020rrP12014 Matrix -MS Wind(LL) 0.06 10 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. (size) 7=Mechanical, 12=0-8-0 Max Harz 12=277(LC 12) Max Uplift 7=247(LC 12), 12=323(LC 12) Max Grav 7=500(LC 17), 12=703(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-393/187, 2-3=926/683, 3-4=396/196, 4-5=270/243 BOT CHORD 1-12=144/398, 8-9=1349/1226 WEBS 2-12=562/533, 2-9=893/934, 3-8=947/1084, 4-8=125/315, 5-8=-392/413, 5-7=-486/444 — 2x4 Vdefl L/d >999 360 >791 240 n/a n/a >999 240 Scale = 1:39.7 Ib PLATES GRIP MT20 244/190 Weight: 92 lb FT = 20% Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-6. Rigid ceiling directly applied or 5-0-10 oc bracing. Except: 10-0-0 oc bracing: 9-11 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0. Interior(1) 6-0-0 to 11-7-15, Exterior(2E) 11-7-15 to 13-0-7, Interior(1) 13-0-7 to 14-7-5 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 247 lb uplift at joint 7 and 323 lb uplift at joint 12. 10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34869 Mi7efialSA, Inc. FL Cart fi634' 0904Aarke,68t Blvd. Tampa FL 33610 Data: May 3,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 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 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 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 ANSI17W11 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 Rudy Vega T23802175 508208 N7 Half Hip 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:23 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-w91 CW1 QU5vgxsJl3pvkh7kSBOnMzLIZKbSi4RHzKGNs 212 4-4-8 12-0-14 12-9-1^ 2-4-0 2-a8 7-8-6 8-1 1. 10 - 3x4 = NOP2X STP = 2x4 11 3x4 = 2-0-0 2 4-4-8 4 0 12-9-13 2-0-0 0-4- 2Z 0-3-8 8-1-13 4x6 = 2x4 II 4 5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.17 6-7 >709 360 TCDL 10.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.36 6-7 >348 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 Horz(CT) -0.04 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wmd(LL) 0.05 8 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD WEBS REACTIONS. (size) 6=Mechanical, 10=0-8-0 Max Horz 10=325(LC 12) Max Uplift 6=249(LC 12), 10=257(LC 12) Max Grav 6=467(LC 17), 10=628(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-412/186, 2-3=742/494, 5-6=-417/264 BOT CHORD 1 -1 0=-1 49/418, 6-7=1221/1058 WEBS 3-6=-991/1141, 2-10=-488/464, 2-7=730/783, 4-6=521/804 Scale = 1:40.5 PLATES GRIP MT20 244/190 Weight: 77 lb FT = 20% Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. Rigid ceiling directly applied or 5-1-15 oc bracing. Except: 10-0-0 oc bracing: 7-9 1 Row at midpt 3-6 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 12-0-14, Exterior(2E) 12-0-14 to 12-8-1 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 249 lb uplift at joint 6 and 257 lb uplift at joint 10. 10) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. A WARNING - Vedfydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5!1R2020 BEFORE USE. Design valid for use only with MITeM connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use; the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No.34869 MiTek USA, Inc. FL Cart 6634 6904 0ailk. East Blvd. Tampa PL 33610 Date: May 3,2021 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Rudy Vega T23802176 508208 N8 Monopitch 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MITek Industries, Inc. Mon May 3 U6:24:24 2U21 rage ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-OMbakNR6sCpoUTKGMcFwgx?QWBnl48vTg6SdzkzKGNr 2-4-0 4-4-8 10-9-13 2� 2-0-8 6-5.5 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 3x4 = NOP2X STP = 2x4 11 3x4 = i 2-0-0 4-4-8 4� 10-9-13 2r4-p 2-6-0 2-0-8 0-3- 6-1-13 SPACING- 2-0-0 CSI. DEFL. in (]cc) Vdefl Ud Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.06 5-6 >999 360 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.12 5-6 >802 240 Rep Stress Incr YES WB 0.56 Horz(CT) -0.02 5 n/a n/a Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.03 7 >999 240 REACTIONS. (size) 5=Mechanical, 9=0-8-0 Max Horz 9=286(LC 12) Max Uplift 5=207(LC 12), 9=-232(LC 12) Max Grav 5=384(LC 17), 9=553(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1128/188, 2-3=538/313, 4-5=192/304 BOT CHORD 1-9=-144/435, 5-6=914/778 WEBS 3-5=-7621896, 2-9=412/477, 2-6=562/583 ch I Scale = 1:35.4 PLATES GRIP MT20 244/190 Weight: 60 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. Except: 10-0-0 cc bracing: 6-8 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 10-8-1 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 207 lb uplift at joint 5 and 232 lb uplift at joint 9. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE'No. 34869 MiTek;USA, Inc. FL 6erf6634 6994P.atkeEast 13i4 Tampa:FL93616 Date: May 3,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,1II-7473 rev. 511912020 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 �a ■ building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1Y1� {.P. K� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPH 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 Rudy Vega T23802177 508208 N9 Monopitch 1 1 Job Reference (optional) ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 Mi rek Industries, Inc. Mon May 3 08:24:24 2021 Page 1 ID:OjR7uvPCrTEdiMbCgUSxELyQZsg-OMbakNR6sCpoUTKGMcFwgx7XjBn_4F1 Tg6SdzkzKGNr 3-5-3 6-9-13 3-5-3 3-4-10 4X9 — 2x4 11 2x4 II Scale = 1:28.9 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/rP12014 CSI. TC 0.23 BC 0.43 WB 0.10 Matrix -MS DEFL. in Vert(LL) -0.01 Vert(CT) -0.02 Horz(CT) -0.03 Wind(LL) 0.04 (loc) Vdefl L/d 6 >999 360 6 >999 240 4 n/a n/a 6 >999 240 PLATES GRIP MT20 244/190 Weight: 42 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 `Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. Except: 1-9: 2x6 SP No.2 10-0-0 cc bracing: 5-7 REACTIONS. (size) 9=1-0-15, 4=Mechanical, 8=0-3-8 Max Horz 9=173(LC 12) Max Uplift 9=14(1_13 12), 4=177(LC 12), 8=18(LC 12) Max Grav 9=180(LC 1), 4=304(LC 17), 8=124(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-9=256/211 BOT CHORD 8-9=-354/138, 7-8=354/138, 4-5=533/363 WEBS 24=-393/580 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-2-12 to 6-2-12, Interior(1) 6-2-12 to 6-8-1 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 chard 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. This Item has been 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift at joint 9, 177 lb uplift at joint electronically signed and 4and 18 lb uplift at joint 8. sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No.34669 MiiekU$A Inc.FLcart6,634' 6904 Parke East Blvd. Tampa FL 33610 Date; May 3,2021 ® 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 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 Mp� s 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 ANS11TPl1 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 Job Truss Truss Type Qty Ply Rudy Vega T23802178 508208 N10 Jack -Open 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 Mrrek Industries, Inc. Mon May 3 OB:24:16 2021 Page 1 ID:Oj R?uvPCrTEdiMbC qU SxE LyQZsg-dp6Y2eK5kioxW Eji ux62LFg Bhz9tCf31_sWCh BzKGNz 2-7-6 6.00 12 1 Scale = 1:22.1 5 3 2x4 11 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.00 4-5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.00 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2020rrPI2014 Matrix -MP Wind(LL) 0.00 4-5 >999 240 Weight: 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 *Except* BOT CHORD 1-4: 2x4 SP No.2 REACTIONS. (size) 5=0-10-9, 2=Mechanical, 3=Mechanical Max Horz 5=62(LC 12) Max Uplift 2=68(LC 12), 3=-47(LC 12) Max Grav 5=93(LC 1), 2=85(LC 17). 3=51(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 2-7-6 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wnd: ASCE 7-16; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; 13=97ft; L=97ft; eave=11ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 68 lb uplift at joint 2 and 47 lb uplift at joint 3. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE Nm44669 FAITok USA, Inc. FL Cert 6634" 69tj4 Parke East Blvd. Tampa FL83619 Date:_ May 3,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5119,7020 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 ANSI1rPl1 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 Rudy Vega T23802179 508208 P1 ROOF SPECIAL 1 1 Job Reference (optional) ribbetts Lumber Company, Palm Bay, FL - 32905, 6.43U s Apr zu zuz I mi I eK inausmes, Inc. Ivlon may o ao:w.m 262 i rays ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-KkjK93SMOg3WjmUeU1 HOIM4ub?WUY9HmHPxk1czKGNp 3-2-14 4-11-14 8-2-1 9-11-1 _r 13-1-14 3-2-14 1-9-0 3-2-3 3-2-13 6x8 = 9 3x4 = 6x8 = 3x4 = Scale = 1:21.4 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20201TPI2014 CSI. TC 0.14 BC 0.23 WB 0.12 Matrix -MS DEFL. in Vert(LL) 0.00 Vert(CT) -0.00 Horz(CT) 0.00 (loc) I/defl Lid 8 >999 240 8 >999 240 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 70lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied or 7-3-8 oc purlins, except 3-4: 2x6 SP No.2 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 9=0-11-5, 7=0-11-5 Max Horz 9=73(LC11) Max Uplift 9=503(LC 12), 7=-317(LC 12) Max Grav 9=548(LC 21), 7=548(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-639/300, 2-3=540/284, 4-5=540/284, 5-6=639/300 BOT CHORD 1-9=-254/657, 6-7=254/657 WEBS 2-9=-160/266, 3-9=352/670, 4-7=352/669, 5-7=158/266 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck 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. This Item has been 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 electronically Signed and will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 503 lb uplift at joint 9 and 317 lb uplift at sealed by Lee, Julius, PE joint 7. using a Digital Signature. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Printed Copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No; 34889 MiTak _USA, Inc. FL Cart 0934' 6004 Parke East Blvd. Tampa FL33810 Dater May 3,2021 - ----......._._..__...... --...... -............... -----..... _._..................................... _._._...._........_._..- ------..... _._..... _....... _................. _.._... _.. - - -------... _.............. .... ............ _..... --- - ----- ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5!152020 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 chart 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/rP/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 Rudy Vega T23802180 508208 P2 ROOF SPECIAL 1 1 Job Reference (optional) Tibbetts Lumber Co, Palm Bay. FL t1.43u s rvov 3U zu2u MI I eK Inausines, mc. Mon May J I IJAUAb ZVZI rage l I D:OIR?uvP CrTEdiMbCgU Sx ELyQZsg-EAoh IU7AwM nisCD bX3_o MyNgkJj iZWJ EMVi3vAzKA_1 3-2-14 7-7-12 i9-6-2 i 13-11-1 17-1-14 3-2-14 4-4-15 1-10-6 4-4-15 3-2-13 Scale = 1:28.3 6x8 = 6x8 = 6x6 = 2-9-3 -2-1 8-6-15 13-11-1 1 -4-11 17-1-14 2-9-3 5-1 5-4-1 5-4-2 5-1 2-9-3 Plate Offsets (X,Y)— 13:0-4-0 0-2-4] [4:0-4-0 0-2-4],[5:0-0-0 0-0-0] LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 TCDL 10.0 Lumber DOL 1.25 BC 0.21 BCLL 0.0 Rep Stress Incr YES WB 0.25 BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 *Except* 3-4: 2x6 SP No.2 BOT CHORD 2x4 SP SS WEBS 2x4 SP No.2 REACTIONS. (lb/size) 9=686/0-11-5, 7=686/0-11-5 Max Horz 9=113(LC 11) Max Uplift 9=-635(LC 12), 7=472(LC 12) DEFL. in (loc) Vdefl Lid PLATES GRIP Vert(LL) 0.05 8-9 >999 240 MT20 2441190 Vert(CT) -0.02 7-8 >999 240 Horz(CT) -0.00 7 n/a n/a Weight: 80 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 8-1-14 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-471/250, 2-16=-328/206, 3-16=-320/247, 3-4=-265/708, 4-17=320/247, 5-17=328/213, 5-6=-471/255 BOT CHORD 1-9=193/471, 9-18=-412/247, 18-19=-412/247, 8-19=412/247, 8-20=397/250, 20-21=397/250, 7-21=-397/250, 6-7=202/471 WEBS 2-9=300/396, 3-9=527/1043, 3-8=317/134, 4-8=-317/112, 4-7=527/1043, 5-7=294/396 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 7-7-12, Exterior(2E) 7-7-12 to 17-1-14 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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=lb) 9=635, 7=472. 8) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No:34869 MN OSA, Ind.. Ft. Cart 8634' 6904 Parke East Blvd. Tampa FL 33610 NO; May 3,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall pp A� TQk° 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 passible personal Injury and property damage. For general guidance regarding the IYI� I fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11FP11 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 Job Truss Truss Type Qty Ply �RudyVega T23802181 508208 P3 HIP 1 1 Job Reference o tional nbbe0s Lumber Co, Palm Bay, FL 8.430 s Nov 30 2020 MiTek Industries, Inc. Mon May 3 16:41:30 2021 Page 1 ID:OIR7uvPCrTEdiMbCgUSxELyQZsg-xdSKXXfnZuJ W8zb261niBDCLn2kQsQZjULMOTdzKA_3 B-10-4 2-4.0 6-0-9 8-3-12 7- 11-1-7 15-2-0 2-0-0 3-8-9 2.3-3 3 2.3-3 4-0-9 0-3-4 Scale=1:30.2 4.51 12 5x6 = 3x4 = 11 4x4 = 3x8 = 4x4 = 7 NOP2X STP = 3x6 11 3x6 11 2-0.0 -4- 6-0-9 8-7-0 11-1-7 15-2-0 2-0-0 -0- 3-8-9 2-6-7 2-6-7 4-0-9 LOADING (psf) SPACING- 2-0 0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 TCDL 10.0 Lumber DOL 1.25 BC 0.25 BCLL 0.0 Rep Stress Incr YES WB 0.23 BCDL 10.0 Code FBC2020/TP12014 Matrix -MS DEFL. in (loc) Udefi L/d Vert(LL) 0.03 7-8 >999 240 Vert(CT) -0.02 7-8 >999 240 Horz(CT) -0.01 7 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 *Except* TOP CHORD 3-4,4-5: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.2 REACTIONS. (lb/size) 7=490/Mechanical, 11=711/0-8-0 Max Horz 11=-143(LC 10) Max Uplift 7=-043(LC 12), 11=636(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=250/146, 2-3=-490/973, 3-4=-436/967, 4-5=-438/982, 5-6=542/1091, 6-7=452/864 BOT CHORD 9-10=795/394, 8-9=-879/440 WEBS 2-11=627/1155, 2-10=976/505, 4-9=-449/140, 6-8=803/399 PLATES GRIP MT20 244/190 Weight: 90 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) G-0-0 to 6-0.9, Interior(1) 6-0-9 to 8-7-0, Exterior(2E) 8-7-0 to 11-1-7, Interior(1) 11-1-7 to 15-0-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=443, 11=636. LOAD CASE(S) Standard This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No:34869 MiTek _USA, Inc: FL Cert 6634 6004 Parke East Blvd. Tampa FL 33910 Data:, May 3,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 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 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 ANS11rPl1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Sulte 203 Waldorf, MD 20601 Tampa, FL 36610 Job I Truss Truss Type Qty Ply Rudy Vega T23802182 50B208 P4 ROOF SPECIAL 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 06:24:28 2021 Page 1 ID:OjR7uvPCrTEdiMbCgUSxELyQZsg-H7g5ZkUdvRJEy4d1 bS Ksgn95Jo5sOzi31jQr6VzKGNn 8-7-0 13A-0 15-2-0 i 8-7-0 4-9-0 1-10.0 yrM11 O NOPZK STP = 3x6 I I LOADING (psf) SPACING- 2-0-0 CSI. TCLL • 20.0 Plate Grip DOL 1.25 TIC 0.76 TCDL 10.0 Lumber DOL 1.25 BC 0.69 BCLL 0.0 Rep Stress Incr YES WB 0.51 BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (size) 6=Mechanical, 8=0-8-0 Max Horz 8=150(LC 10) Max Uplift 6=-449(LC 12), 8=-630(LC 12) Max Grav 6=490(LC 1), 8=711(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=521/1116, 3-4=-488/1157 BOT CHORD 7-8=-342/177, 6-7=766/363 WEBS 2-7=733/409, 3-7=575/193, 4-6=536/1066, 2-8=630/1086 4x6 = 4x8 = 6X6 = DEFL. in (]cc) Vdefl L/d PLATES GRIP Vert(LL) 0.18 6-7 >848 240 MT20 244/190 Vert(CT) -0.08 6-7 >999 240 Horz(CT) -0.01 6 n/a n/a Scale: 3/8"=l' Weight: 78 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except end verticals, and 2-0-0 cc puriins (6-0-0 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 5-7-2 cc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 8-7-0, Exterior(2E) 6-7-0 to 13-4-0, Interior(1) 13-4-0 to 15-0-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 449 lb uplift at joint 6 and 630 lb uplift at joint 8. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No.34869 NITekUSA Inc. FL tort au 6904 Parke East Blvd. Tampa FL33610 Date: May 3,2021 ® 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 ontywith 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 pp qq T building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1yq IPr k• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rP/1 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 Rudy Vega T23802183 508208 P5 ROOF SPECIAL 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021MiTek Industries, Inc. Mon May 3 08:24:30 2021 Page 1 ID:OIR?uvPCrTEdiMbCgUSxELyQZsg-DVyi QVtR2ZyCOnPjtMKvCFQhclwUt—MC1vxANzKGNI i 2-4-0 8-7-0 11-4-0 15-2-0 2-4-0 6-3-0 2-9-0 3-10-0 4x6 = 3x4 = 8 NOP2XSTP = 4x8 = .6x6 = 3x6 11 Scale: 3/8"=l' 2-0-0 -4- 8-7-0 15-2-0 2-0-0 -4- 6-3-0 6-7-0 Plate Offsets (X,Y)— [1:0-1-0,0-0-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(L-) 0.16 6-7 >971 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.08 6-7 >999 240 BCLL 0.0 Rep Stress ]nor YES WB 0.46 Horz(CT) -0.01 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 80 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. (size) 6=Mechanical, 8=0-8-0 Max Horz 8=157(LC 12) Max Uplift 6=459(LC 12), 8=-620(LC 12) Max Grav 6=490(LC 1), 8=711(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=518/1105, 3-4=455/1187 BOT CHORD 7-8=-427/155, 6-7=988/417 WEBS 2-8=-628/1058, 2-7=660/378, 3-7=631/209, 4-6=511/1194 Structural woad sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. Rigid ceiling directly applied or 4-11-10 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 8-7-0, Extedor(2E) 8-7-0 to 11-4-0, Interior(1) 11-4-0 to 15-0-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 459 lb uplift at joint 6 and 620 lb uplift at joint 8. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE NorU869 MITok.USA Inc.FLCart6634 0904 Parke East Blvd. Tampa FL33610 Date: May 3,2021 - ................ --_._...... _- ............ -------- ........... -- ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED P41TEK REFERENCE PAGE MII.7473 rev. 5/59:2020 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 properly incorporate this design into the overall p/( T building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYl f�r �' 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 ANSIMP/f 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, MO 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Rudy Vega T23802164 508208 PB1 Piggyback 1 1 Job Reference o tional ribbetts Lumber Company, Palm Bay, FL - 32905, 6.00 F12 4x4 = 3x4 = 16 15 5x6 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020[TP12014 8.43U S Apr 2U ZUZ1 ml I eK Inr1Ustrles, Inc. mon may 3 Uts:z4:J1 zuzl rage 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-hi WDCmW1/CMhppYMcHatZSQnkNOFZDRQVRheVjgzKGNk 24-2-4 24-2-4 CSI. DEFL. in ([cc) Ildefl Ud TC 0.20 Vert(LL) 0.00 9 n/r 120 BC 0.11 Vert(CT) 0.00 9 n/r 120 WB 0.06 Horz(CT) 0.00 11 n/a n/a Matrix-S Scale = 1:41.6 PLATES GRIP MT20 244/190 Weight: 74 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except BOT CHORD 2x4 SP No.2 2-0-0 cc purlins (10-0-0 max.): 3-8. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing, Except: 10-0-0 cc bracing: 2-16,9-11. REACTIONS. All bearings 22-10-13. (lb) - Max Horz 2=31(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 2, 16, 11, 9 except 15=148(LC 12), 13=129(1_C 9), 14=-128(LC 8). 12=-147(LC 9) Max Grav All reactions 250 lb or less at joints) 2, 16, 11, 9 except 15=343(LC 22), 13=305(LC 22), 14=305(LC 21), 12=344(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-15=261/345, 6-13=228/270, 5-14=228/270, 7-12=262/345 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-4-3 to 2-1-0, Exterior(2R) 2-1-0 to 10-6-13, Interior(1) 1D-6-13 to 21-10-6, Extericr(2E) 21-10-6 to 24-2-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck 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 jive load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 16, 11, 9 except (jt=lb) 15=148, 13=129, 14=128, 12=147. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. U869 MiTek USA, Inc. FL Cart 6634 6904 parke East Blvd. Tampa FL33810 Date: May 3,2021 ®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 applicabil'riy of design parameters and properly incorporate this design Into the overall T building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' . building 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 ANSI1TP11 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 213601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Rudy Vega T23802185 508208 PB2 Piggyback 1 1 Job Reference (optional) ribbells Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:33 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-d4e_dSYlkzxX3rW O?w1Xrt2ipv4gLsou?7bnizKGNi 4-1-0 4-^ 12 7-10-2 12-2-12 16-8-2 23-4-4 4-1-0 0- -12 3-7-6 4-4-10 4-3-6 6-10-1 Scale= 1:39.8 4x4 = 6.00 F12 2x4 11 2x4 11 4x4 = 3.58 L12 Iztr,l � d 3x4 = 13 1211 10 9 3x4 = 2x4 11 3x4 = 2x4 II 2x4 11 2x4 11 23-4-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.02 8 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.26 BC 0.24 Vert(CT) 0.04 8 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code FBC20201TP12014 Matrix-S Weight: 75 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 2-0-0 oc purlins (10-13-0 max.): 3-6. OTHERS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 20-10-13. (lb) - Max Horz 2=75(LC 10) Max Uplift All uplift 100lb or less atjoint(s) except 2=-108(LC 12), 10=-157(LC 9), 11=149(LC 8), 13=101(LC 12), 9=-149(LC 12), 7=168(LC 12) Max Grav All reactions 250 lb or less at joints) 2 except 10=333(LC 21), 11=347(LC 22), 13=302(LC 17). 9=412(LC 22), 7=257(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 5-10=-262/354, 4-11=263/363, 6-9=285/330 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-4-3 to 4-1-0, Exterior(2R) 4-1-0 to 12-6-13, Interior(1) 12-6-13 to 16-6-2, Exterior(2E) 16-6-2 to 22-9-11 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) 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. This Item has been 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. electronically Signed and 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 lb uplift at joint 2, 157 lb uplift at sealed by Lee, Julius, PE joint 10, 149 lb uplift at joint 11, 101 lb uplift atjoint 13, 149 lb uplift atjoint 9 and 168 lb uplift at joint 7. using a Digital Signature. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building Printed COp12S Of this designer. 10) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. document are not Considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No M69 MI7ekU5A Inc: FL cartn34 6604 Parke East Blvd. Tampa FL 33616 Data; May 3,2021 ---- AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/1020 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 R..r... building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing nlusek� is always required forstability 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?P11 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 City Ply Rudy Vega T23802186 508208 PB3 Piggyback 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 OB:24:34 2021 Page 1 I D:OjR?uvP C rTEd iM bCgUSxELyQZsg-5HCMgoYNVH3Ng?5ByiRG42 P D pD GG Pnry7ft9J8zKGNh i 6-1-0 11-1-15 _ 21-4-4_ _ 6-1-0 5-0-15 10-2-5 Scale = 1:36.4 4x8 = 4x4 = I6 a 1 3x4 = 13 12 11 10 9 3x4 = 2x4 11 3x4 = 3x4 = 2x4 II 2x4 II 21-4-4 21-4-4 Plate Offsets (X,Y)— [4:0-5-4 0-2-0) LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.01 8 n/r 120 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.17 Vert(CT) 0.02 8 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix-S Weight: 79 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 2-0-0 oc purlins (10-0-0 max.): 4-5. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 REACTIONS. All bearings 18-10-13. (Ib) - Max Harz 2=116(LC 10) Max Uplift All uplift 100 lb or less at joints) 2,12 except 10=-134(LC 12), 13=-124(LC 12), 9=184(1_C 12), 7=143(1_C 12) Max Grav All reactions 250 lb or less at joints) 2, 7 except 10=347(LC 1), 12=318(LC 21), 13=251(LC 17). 9=406(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown WEBS 5-10=253/287, 4-12=230/266, 3-13=200/293, 6-9=297/459 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-4-3 to 11-1-15, Exterior(21R) 11-1-15 to 19-10-2, Interior(1) 19-10-2 to 20-9-11 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. This Item has been 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. electronically Signed and 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 sealed by Lee, Julius, PE Will fit between the bottom chord and any other members. using a Digital Signature. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 2, 12 except Printed copies of this Gt=lb) 10=134, 13=124, 9=184, 7=143. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building document are not considered designer. signed and sealed and the 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. signature must be verified on any electronic copies. Julius Lee PE No. U869 MiTekUSA, Inc.. FLCert6634 6984 Parke East Blvd Tampa FL93610 Data; May 3,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19t2020 BEFORE USE. " Design valid for use only with MiTekO wnnectors. 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 �q 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/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Sidefy Information available from Tress Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply Rudy Vega T23802187 508208 PB4 Piggyback 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:35 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-ZTmkl7ZOGbBEI9gN WQyVcGyO5db28E75MJcisbzKGNg 7-6-0 8-6-10 194-0 7-6-0 1-0-10 10-9-9 Scale = 1:32.9 3x4 = Ib r� 0 3x4 = 11 10 9 3x4 = 2x4 I I 2x4 11 2x4 11 19-4-4 Plate Offsets (X Y)— 14:0-2-0 Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vclefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.01 8 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.20 Vert(CT) 0.02 8 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix-S Weight: 64 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 SP No.2 REACTIONS. All bearings 16-10-13. (lb) - Max Horz 2=145(LC 10) Max Uplift All uplift 100lb or less atjoint(s) 2, 10 except 7=-131(LC 12), 11=175(LC 12), 9=212(LC 12) Max Grav All reactions 250 lb or less at joint(s) 2, 7, 10 except 11=391(LC 17), 9=450(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-11=292/447, 6-9=332/394 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=6.Opsf,, h=15ft; B=97ft; L=97ft; eave=lift; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) 0-4-3 to 6-4-3, Interior(1) 6-4-3 to 7-6-0, Exterior(2E) 7-6-0 to 8-6-10, Interior(1) 8-6-10 to 18-9-11 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. This item has been 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 2, 10 except electronically signed and Qt=lb) 7=131, 11=175, 9=212. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building sealed by Lee, Julius, PE designer. using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. U869 MiTek_USA; Ind. FL Can 6.634' 6904 Parke East Blvd. Tampa FL33610 Date; May 3,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 {t� building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mi iT eW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 1 Rudy Vega T23802188 508208 PB5 Piggyback 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:36 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-2fJ6FTae1 uJ5wJFZ37Tk9TVaK1 yatgVEazMG01 zKGNf i 15-11-7 i 19-11-14 r 15-11-7 4-0-7 Scale = 1:34.0 6.00 F12 4x4 = 2x4 II 2x4 11 2x4 II 3x4 = 4.24112 3x4 = 13 12 11 10 3x4 = 2x4 I I 2x4 11 2x4 11 2x4 11 Plate Offsets (X Y)— (7:0-2-0,0-2-13) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.00 9 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(CT) 0.01 9 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix-S Weight: 61 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 2-0-0 oc purlins (6-0-0 max.): 3-7. OTHERS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 2-13. REACTIONS. All bearings 17-9-1. (Ib) - Max Horz 2=54(1_C 10) Max Uplift All uplift 100 lb or less at joints) 2, 13 except 8=-126(LC 12), 11=138(LC 9), 12=150(LC 8), 10=124(LC 12) Max Grav All reactions 250 lb or less at joint(s) 2, 8,13 except 11=319(LC 21), 12=349(LC 22), 10=328(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown WEBS 5-11=-240/362, 4-12=266/401, 6-10=238/322 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vu@=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-4-3 to 2-10-4, Exterior(21R) 2-10-4 to 11-4-1, Interior(1) 11-4.1 to 15-11-7, Exterior(2E) 15-11-7 to 19-6-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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. This Item has been 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. electronically Signed and 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 2, 13 except sealed by Lee, Julius, PE (jt=lb) 8=126, 11=138, 12=1 50, 10=124. using a Digital Signature. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building Printed copies of this designer. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. document are not Considered signed and sealed and the signature must be verified on any electronic copies. Julius Lea PE No U$69 MiTalk ;USA, Inc. FL'Cert6.634 6894 Parke East Blvd. Tampa FL33616 Data:' May 3,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119,2020 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 e a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall pp Ap y ■ building design. Bracing indicated is to prevent buckling of individual Imes web and/or chord members, only. Additional temporary and permanent bracing IVIr Ipr�� 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 Imss systems, see ANSI11"Pl1 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, MO 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Rudy Vega T23602189 508208 PB6 Piggyback 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:37 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-WstUSpbGoCRyXTpmdr zihlkpQHYc7rOpd5pwTzKGNe 4-10-4 11-1-8 17-11-14 4-10-4 6-3-4 6-10-6 Scale = 1:30.6 4x4 = 2x4 11 3x4 = 3x4 = 11 10 9 3x4 = 2x4 11 2x4 11 2x4 11 17-11-14 17-11-14 Plate Offsets (X Y)— [5:0-2-0 0-2-13) LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.00 8 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.14 Vert(CT) 0.01 8 n/r 120 BCLL 0.0 Rep Stress [nor YES WB 0.06 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix-S Weight: 58lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 2-0-0 oc puffins (6-0-0 max.): 3-5. OTHERS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 15-9-1. (lb) - Max Horz 2=97(LC 10) Max Uplift All uplift 100 lb or less at joints) except 2=-130(LC 12), 7=126(LC 12), 10=138(LC 8). 11=110(LC 120=136(LC 12) Max Grav All reactions 250 lb or less at joints) 2, 7 except 10=330(LC 22), 11=330(LC 17), 9=343(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-10=-255/366, 3-11=226/334, 6-9=250/310 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=111ft; Cat 11; Exp C; Encl., GCpi=o.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 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 This item has been Will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 130 lb uplift at joint 2, 126 lb uplift at electronically signed and joint 7, 138 lb uplift at joint 10. 110 lb uplift at joint 11 and 136 lb uplift at joint 9. sealed by Lee, Julius, PE 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building using a Digital Signature. designer. Printed copies of this 10) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. U869 Matti USA, Inq:,FL tart 6634 6964 Parke East Bivd. Tampa FL33610 Date: May 3,2021 ®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 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 ANS11rPII 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 Rudy Vega T23802190 508208 PB7 Piggyback 1 1 Job Reference (optional) a Tibbetts Lumber Company, Palm Bay, FL - 32905, 8A30 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:38 2021 Page 1 ID:Oj R?uvP CrTEd iMbCq USxELyQZsg-_2 Rtg9buZWZp9cOyBYVCEuavdge2LamX2 HrM SwzKG Nd 6-10-4 8-1-12 i 12-7-6 15-11-14 i ' 6-10-4 1-3-8 4-5-10 3-4.8 Scale = 1:27.7 3x4 = 4x4 = 3x4 = 12 11 10 3x4 = 2x4 11 2x4 11 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.00 8 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(CT) 0.00 8 n/r 120 BCLL 0.0 Rep Stress [nor YES WB 0.09 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix-S Weight: 54 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 2-0-0 oc purlins (6-0-0 max.): 4-5. OTHERS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 13-9-1. (lb) - Max Horz 2=141(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 11 except 2=100(LC 12), 8=-105(LC 12), 12=159(LC 12), 10=167(LC 12) Max Grav All reactions 250 lb or less at joint(s) 2, 8, 11 except 12=356(LC 17), 10=345(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 3-4=192/300, 4-5=1291327, 5-6=202/304 WEBS 3-12=274/487, 6-10=273/361 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-4-3 to 6-4-3, Interior(1) 6-4-3 to 6-104, Exterior(2E) 6-104 to 12-7-6, Interior(1) 12-7-6 to 15-6-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) Gable requires continuous bottom chord bearing. This item has been 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 electronically signed and Will fit between the bottom chard and any other members. sealed by Lee, Julius, PE 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11 except Qt=lb) using a Digital Signature. 2=100, 8=105, 12=159,10=167. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building Printed copies of this designer. document are not considered 10) Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. Signed and Sealed and the signature must be verified on any electronic copies. Julius Lee PE No. =69 MitsR us4, Inc. FL,Cert lis34 s904Earke East Blvd. Tampa FL'3361D Date: May 3,2021 -............ ®WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 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 property Incorporate this design Into the overall pf8 T building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYl i�r k' is always required for stability to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/i Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Rudy Vega T23802191 508208 PB8 Piggyback 21 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:39 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-SE?FtVcWKphgnmz8lGORn674LE_J411hHxaw?MzKGNc 15-D-0 7.6-0 Scale=1:25.6 44 = 3x4 = 10 9 6 3x4 = 2x4 11 2x4 11 2x4 11 LOADING (psf) SPACING- 2-0-0 CS'. TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 TCDL 10.0 Lumber DOL 1.25 BC 0.12 BCLL 0.0 Rep Stress Incr YES WB 0.08 BCDL 10.0 Code FBC20201TPI2014 Matrix-S DEFL. in (loc) Udefl L/d PLATES GRIP Vert(LL) -0.00 6 n/r 120 MT20 244/190 Vert(CT) 0.00 6 n/r 120 Horz(CT) 0.00 6 n/a n/a Weight: 52 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 SP No.2 REACTIONS. All bearings 13-1-6. (lb) - Max Harz 2=155(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 6, 9 except 10=-178(LC 12), 8=178(LC 12) Max Grav All reactions 250 lb or less at joints) 2, 6 except 9=286(LC 1), 10=361(LC 17), 8=360(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown WEBS 3-10=289/472, 5-8=289/471 NOTES- 1) Unbalanced roof live bads have been considered for this design. 2) Wind: ASCE 7-16; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-4-3 to 6-4-3, Interior(1) 6-4-3 to 7-6-0, Exterior(2R) 7-6-0 to 13-6-0, Interior(1) 13-6-0 to 14-7-13 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) 2, 6, 9 except This item has been (it=lb) 10=178, 6=178. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building electronically signed and y g designer. sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No:34669 Mi7ek,USA, Inc. FL Cart 6634' 6964 Parke Eaet Blvd. Tampa FL33610 Dater May 3,2021 ®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 T building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mi I.ek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rPl1 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 City Ply Rudy Vega T238M192 508208 PB9 Piggyback 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 7-6-0 4x4 = 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:40 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-wRZd5rd857gXPwYKIzYgJJfFveJ8pUCgVbKTXozKGNb 11-6-3 a 17-4-4 4-D•3 5-10-1 Scale = 1:29.5 3x4 = 10 9 8 3x4 = 2x4 11 2x4 11 2x4 11 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020rrP12014 CSI. DEFL. in (loc) Vdefl L/d TC 0.28 Vert(LL) 0.01 7 n/r 120 BC 0.14 Vert(CT) 0.02 7 n/r 120 WB 0.09 Horz(CT) 0.00 6 n/a n/a Matrix-S PLATES GRIP MT20 244/190 Weight: 58 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, Except: OTHERS 2x4 SP No.2 6-0-0 cc bracing: 6-8. REACTIONS. All bearings 14-10-13. (lb) - Max Horz 2=150(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 9 except 6=-138(LC 12), 10=177(1_C 12), 8=194(1_C 12) Max Grav All reactions 250 lb or less at joint(s) 2, 6 except 9=283(LC 1), 10=362(LC 17), 8=405(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown WEBS 3-10=289/501, 5-8=303/373 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-4-3 to 6-4-3, Interior(1) 6-4-3 to 7-", Exterior(2E) 7-6-0 to 11-6-3, Interior(1) 11-6-3 to 16-9-11 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) 2, 9 except Qt=lb) This item has been 6=138, 10=177, 8=194. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building electronically signed and designer. sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No34869 MiTek USA, Inc ;FL Cart $634 6904 Parke Eaat Blvd. Tampa FL 33610' to. May 3,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M0.7473 rev. Stt92020 BEFORE USE. Lai' 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 prt� T building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYi� ip�° 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?PI1 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 Qly Ply Rudy Vega T23802193 508208 PB10 Piggyback 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:32 2021 Page 1 ID:Oj R?uvPCrTEdiMbCgU Sx ELyQZsg-9u4bP6X7zgpg Rhxoq I Oo?dKu6PbgxtJfgLO2FGzKG Nj 7-6-0 14-5-12 15-4-4 i 7-6-0 6-11-12 Scale = 1:25.6 4x4 = 1� d 3x4 = 10 9 6 3x4 = 2x4 II 2x4 11 2x4 II 15-4-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.00 7 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.00 7 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-S Weight: 52 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.2 REACTIONS. All bearings 13-1-6. (Ib) - Max Horz 2=160(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 9 except 6=-105(LC 12), 10=178(1_C 12), 8=167(LC 12) Max Grav All reactions 250 lb or less at joint(s) 2, 6 except 9=287(LC 1). 10=361(LC 17), 8=352(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-10=289/471, 5-8=284/465 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-4-3 to 6-4-3, Interior(1) 6-4-3 to 7-6-0, Exterior(2R) 7-6-0 to 13-6-0, Interior(1) 13-6-0 to 14-11-8 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck 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 atjoint(s) 2, 9 except (jt=lb) This item has been 6=105, 10=178, 8=167. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building electronically signed and designer. sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. U869 Mi7ek USA, Inc. FL Cart ow6904 Parke East Blvd. Tampa FL33610 Date: May 3,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 properly Incorporate this design Into the overall 1�t p�A� l building design. Bracing Indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing IYIT ek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PH 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 20501 Tampa, FL 36610 Job Truss Truss Type City Ply Rudy Vega T23802194 508208 R1 COMMON 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:41 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-Od7?IBemsRyOO47Xsh3vsXCHw2asYx5zkF313FzKGNa 7-10-0 15-8-0 7-10-0 7-10-0 ' 4x6 = Scale = 1:44.0 8.00 7 3�i x8 1 12 8 9 10 3x8 3 n e 6 5 �4 2x4 11 48 = NOP2X STP = NOP2X STP = 2x4 I I 7-10-0 15-8-0 , 7-10-0 7-10-0 Plate Offsets (X Y)— [1:0-2-8 0-1-8] [3:0-2-8 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.07 4-5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.13 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.01 5 >999 240 Weight: 89 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 *Except* BOT CHORD 1-6,3-4: 2x6 SP No.2 REACTIONS. (size) 6=0-8-0, 4=0-8-0 Max Horz 6=334(LC11) Max Uplift 6=253(LC 12), 4=-253(LC 12) Max Grav 6=608(LC 1), 4=608(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-603/349, 2-3=603/349, 1-6=553/383, 3-4=553/383 BOT CHORD 5-6=321/465 WEBS 2-5=0/259, 1-5=106/385, 3-5=1091388 Structural wood sheathing directly applied or 2-11-3 cc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-16; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterlof(2E) 0-2-12 to 6-2-12, Interior(1) 6-2-12 to 7-10-0, Exterior(21R) 7-10-0 to 13-10-0, Intedor(1) 13-10-0 to 15-5-4 zone; cantilever left and right exposed ; end vertical left and right 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) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 6=253, 4=253. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Juliuli Lea PE No. 34869 Mitek,USA,`tnc.,F,L CBrt6634 6994 P.aikEast Blvd; Tampa FL33619 Date: May 3,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 14II-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 T �r building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M� I.Q. �• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and BCSI Building Component 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 Rudy Vega T23802195 508208 R1 GE Common Supported Gable 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8'430 s Apr 20 2021 M7ek Industries, Inc. Mon May 3 08:24:43 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-K?Emjtf1N2C6GOHv_55NxyHnmrJdOo1GBZY787zKGNY 15 9-10-0 17-10-1 18 0 19-e-0 1-8-0 O- - 5 8-0-1 8-0.1 0. -15 1-8-0 4x4 = Ic 00 r 1 I$ 3x4 = 20 12 3x4 = 19 18 17 16 15 14 13 4x4 = 5x6 = 4x4 = 17-8-0 Scale = 1:40.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.22 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(CT) 0.01 13 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-S Weight: 112 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 8-5-13 oc purlins. BOT CHORD 2x4 SIP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x4 SIP No.2 OTHERS 2x4 SIP No.2 REACTIONS. All bearings 15-8-0. (lb) - Max Horz 19=294(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 15 except 17=-136(LC 12), 18=198(LC 9), 19=261(LC 12), 14=195(LC 8), 13=148(LC 9) Max Grav All reactions 250 lb or less atjoint(s) 17,15 except 16=443(LC 1), 18=313(LC 10), 19=375(LC 21), 14=307(LC 11), 13=375(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=297/168, 2-3=466/314, 3-4=-355/332, 4-5=237/318, 5-6=105/300, 6-7=-105/300, 7-8=237/318, 8-9=355/328, 9-10=465/312, 10-11=297/168 BOT CHORD 1-20=-126/294, 19-20=125/299, 18-19=297/522, 17-18=297/522, 16-17=-297/522, 15-16=-297/522, 14-15=297/522, 13-14=297/522, 12-13=125/299, 11-12=126/294 WEBS 6-16=-405/230, 2-19=267/302, 10-13=263/302 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuK=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3E) 0-0-0 to 1-8-15, Exterior(2N) 1-8-15 to 9-10-0, Comer(3R) 9-10-0 to 15-10-0, Extedor(2N) 15-10-0 to 19-8-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for This item has been reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to Wind (normal to the face), see Standard Industry electronically signed and Gable End Details as applicable, or consult qualified building designer as perANSUTPI 1. sealed by Lee, Julius, PE 4) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific using a Digital Signature. to the use of this truss component. Printed Copies Of this 5) All plates are 2x4 MT20 unless otherwise indicated. document are not considered Gable studs spaced at 2-0-0 cc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other jive loads. signed and Sealed and the 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 signature must be verified will fit between the bottom chord and any other members. On any electronic Copies. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 15 except (jt=lb) 17=136, 18=198, 19=261, 14=195, 13=148. Julius LeePE.No34869 10) n/a MfTek,USA,1nc..FL Cert 6634' 6304 Parke East Blvd. TampafL33810 Oaten May 3,2021 ®WARNING -Verify, design parameters and READ NOTES ON THIS AND INCLUDED PAITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 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 ANSI1TPI1 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 Rudy Vega T23802196 508208 R2 Common Girder 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:44 2021 Page 1 ID:Oj R7uvPCrTEdiMbCgUSxELyQZsg-pCoewCgf8MKztXs6XpccU9gwjFW418UQQDlhgzzKGNX 4-0-0 7-10-0 i 11-8-0 15-B-0 41-6 3-10-0 3-10-0 4-0-0 4x6 11 5x8 10 v o r 6 NOP2X STP = 8x8 = THD26 8x8 = THD26 8x8 = NOP2X STP = Scale = 1:45.8 6x12 MT20HS I I THD26 THD26 THD26 6x12 MT20HS I I THD26 THD26 4-0-0 1 1-10-0 1 11-8-0 15-6-0 , 411 3-10-0 3.10-0 40-0 Plate Offsets (X Y)— [6:0-5-8 Edge] [7:0-3-8 0-4-12] [8:0-40 0-4-121 [9:0-3-8 0-4-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) ydeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.07 8-9 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.13 8-9 >999 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.71 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matdx-MS Wind(LL) 0.08 7-8 >999 240 Weight: 233 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.1 WEBS 2x4 SP No.2 *Except* BOT CHORD 1-10,5-6: 2x6 SP No.2 REACTIONS. (size) 10=0-8-0, 6=0-8-0 Max Horz 10=238(LC 7) Max Uplift 10=2650(1_13 8), 6=2753(LC 8) Max Grav 10=7242(LC 2), 6=7334(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=7184/2654, 2-3=5861/2280, 34=5861/2280, 4-5=-7166/2695, 1-10= 6163/2301, 5-6=-6147/2333 BOT CHORD 9-10=382/678, 8-9=2134/6007, 7-8=2169/5905, 6-7=-200/494 WEBS 3-8=-2348/6226, 4-8=15411695, 4-7=698/1702, 2-8=1672/646, 2-9=-638/1726, 1-9=2084/5817, 5-7=2110/5799 Structural wood sheathing directly applied or 4-6-12 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 Do. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 Do. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; 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 speck to the use of this truss component. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=2650, 6=2753. 10) Use USP THD26 (With 18-16d nails into Girder & 12-1Od x 1-1/2 nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-11-4 from the left end to 13-11-4 to connect truss(es) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius lee PE No.34869 Mi7ek;USA, Inc. FL Cart 66U 6904 Padre East Blvd. Tampa FL33610 Date; �ontmuei on page 2 A 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 MiTek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall p� 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. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf. MD 2D601 Tampa, FL 36610 May 3,2021 Job Truss Truss Type Qty Ply Rudy Vega T23802196 508208 R2 Common Girder 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.43U s Apr ZU 2UZ1 MI I eK Industries, Inc. Mon May 3 Ut$24:44 ZUZI Page z ID:Oj R7uvPCrTEdiMbCgUSxELyQZsg-pCoSwCgf8MKztXs6XpccU9gwjFW4IBUQQDlhgZzKGNX LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-5=60, 6-10=20 Concentrated Loads (lb) Vert: 8=1742(B)7=1742(B)9=-1752(B)11=-1752(B)12=-1742(B)13=-1742(B)14=-1742(B) ..... .-...._..-........... —... --......... _...—----- ------- -------------- ---- — -- A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 5/19r2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properlyincorporate this design Into the overall �A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.. Additional temporary and permanent bracing {Y10T1�i �` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Rudy Vega T23802197 508208 S1 COMMON 1 1 Job Reference (optional) ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:45 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-HOM W8YhHvfSgVhR15W7rONM1 pfxgUihZft1 ECOzKGN W i 2-4-0 8-9-0 15-2-0 17-6-0 i 2_0 6-5-0 6-5-0 2-4-0 4x6 = 5 I$ 8 19 226 3x4 = 3x4 = NOP2X STP = 5x8 = NOP2X STP = 2x4 11 2x4 11 Scale = 1:40.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(L-) 0.11 7-8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.06 7-8 >999 240 BCLL 0.0 Rep Stress ]nor YES WB 0.27 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Weight: 89 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 6=0-8-0, 8=0-8-0 Max Horz 8=274(LC 10) Max Uplift 6=530(LC 12), 8=-637(LC 12) Max Grav 6=700(LC 1), 8=700(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-450/700, 3-4=-445/700 BOT CHORD 7-8=-287/305 WEBS 3-7=-429/165, 4-7=356/284, 4-6=612/761, 2-7=356/362, 2-8=612/761 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 6-0-0, Interior(1) 6-0-0 to 8-9-0, Exterior(2R) 8-9-0 to 14-9-0, Interior(1) 14-9-0 to 17-6-0 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck 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 load nonconcurrent with any other live loads. This Item has been 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, electronically Signed and 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) sealed by Lee, Julius, PE 6=530, 8=637. using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. U869 MiTek lISk Inc.. FL Cart 8634 6964 Parke East Blvd. Tampa FL 33610 Date: May 3,2021 ----- AWARNING -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 verily the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSI17'P11 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 Rudy Vega T23802198 508208 S1GE COMMON STRUCTURAL GA 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, EIA30 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:47 2UZ1 Page 1 1 D:OjR?uvPCrTEd iM bCgU SxE LyQZsg-DnU GZE iXRHiXk?ah OxAJ 5oSMnS gyybes6B W LHuzKG N U -15 15-8-1 15 1 -0 17-0-0 1.8-0 0- . 5 6-11-1 B-11-1 0- - s 1.8.0 4x6 = Ig 3x4 = 3x4 = 10 9 8 7 5x8 = 2-0-0 15.10-0 �9-t5 --0 15&0 1518111 Z11' 17-0 1-8-0 0- - 66-99-0 6-9-0 0-�-1 148-0 � Scale=1:37.4 Plate Offsets (X,Y)— [2:0-6-0 0-0-0],[4:G-6-0,D-D-O)[9:0-4-0,0-3-0),[16:0-1-8,0-1-0),[23:0-1-8,0-1-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.02 9-10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.04 8-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(CT) 0.00 9 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) -0.03 9-10 >999 240 Weight: 109 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. All bearings 13-6-0 except (jt=length) 7=0-3-8. (lb) - Max Horz 10=258(LC 11) Max Uplift All uplift 100 lb or less at joint(s) except 9=-515(LC 12), 10=-112(LC 12), 7=207(LC 13) Max Grav All reactions 250 lb or less at joints) 8 except 9=844(LC 1), 10=293(LC 21), 7=361(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-276/207, 2-3=336/356, 3-4=346/357 BOT CHORD 9-10=312/280 WEBS 3-9=-089/720, 4-9=294/424, 2-9=243/322, 2-11=361/299, 4-6=372/196 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=1lft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) D-D-O to 1-8-15, Interior(1) 1-8-15 to 8-9-0, Exterior(2R) 8-9-0 to 14-9-0, Interior(1) 14-9-0 to 17-6-0 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 515 lb uplift at joint 9, 112 lb uplift at joint 10 and 207 lb uplift at joint 7. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED IAITEK REFERENCE PAGE MII-7473 rev. 5119/2020 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 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 ANS17rP11 quality Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Les PE No.34869 MiTak,USA, Inc. .FLCent 8.634 6904 Parko East Blvd. Tampa FL Mlb Date: May 3,2021 MiTew 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply T23802199 508208 S2 COMMON 1 1 �RudyVega Job Reference (optional) ribbetts Lumber Co, Palm Bay, FL 8.430 s Nov 30 2020 MTek Industries, Inc. Mon May 3 16:42:21 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-yR2bEzHmYYIHlo—rbVVBgi_pzLc1 DJSIDDnDalAzK9zG 6-9-0 13-6-0 i 6-9-0 6-9-0 4x6 = Scale = 1:39.9 8.00 3x6 i 7 1 12 3x6 3 Li e e e 6 9 5 e e e 10 4 3x6 11 4x8 = NOP2X STP = NOP2X STP = 3x6 I i 6-9-0 13-6-0 6-9-0 6-9-0 Plate Offsets (X,Y)— [1:0-1-0,0-1-81,[3:0-1-0,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.14 5-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.07 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC20201TPI2014 Matrix -MS Weight: 78 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 *Except* BOT CHORD 1-6,3-4: 2x6 SP No.2 REACTIONS. (lb/size) 6=522/0-8-0, 4=522/0-8-0 Max Horz 6=204(LC 10) Max Uplift 6=-068(LC 12). 4=-468(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-7=502/851, 2-7=-484/881, 2-8=-484/881, 3-8=-502/851, 1-6=-464/753, 3-4=464/753 BOT CHORD 6-9=285/284, 5-9=285/284, 5-10=259/153, 4-10=259/153 WEBS 2-5=542/209, 1-5=-353/322, 3-5=-354/228 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 9-5-5 oc bracing. 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-2-12 to 6-2-12, Interior(1) 6-2-12 to 6-9-0, Exteriar(2R) 6-9-0 to 12-9-0, Interior(1) 12-9-0 to 13-3-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck 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 load nonconcurrent with any other live loads. 6) ' 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Gt=lb) 6=468,4=468. LOAD CASE(S) Standard This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No' 34869 Mi7ek USA, Inc. FL tort 66.34 6904 Parke East Blvd. Tampa FL33610 Data; May 3,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 properly incorporate this design into the overall pp p� '{ait• 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 IVI� f fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI7 Quality Criteria, DSB-89 and BCS1 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 T23802200 508208 83 COMMON 2 1 �Rudy\fega Job Reference (optional) ❑bbetts Lumber Co, Palm Bay, FL t3A3u s Nov au 2020 Mi i ex industries, inc. Mon May s r6:43;48 zucr rage I ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-vBoUVjKL3HixhABZBHF3kKwx7gpUCsZ1 DpohldzK9xv 4-0-0 8-0-0 4-0-0 4-0-0 8.00 F12 3x8 4x4 = 3x6 11 3x8 = NOP2X STP = NOP2X STP = 3x6 II Scale = 1:41.1 LOADING (psi) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.31 BC 0.26 WB 0.11 Matrix -MS DEFL. in Vert(LL) 0.02 Vert(CT) -0.01 Horz(CT) 0.00 (]cc) Udefl L/d 5-6 >999 240 5-6 >999 240 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 64 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 `Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. 1-6,3-4: 2x6 SP No.2 REACTIONS. (lb/size) 6=302/0-8-0, 4=302/0-8-0 Max Horz 6=118(LC 10) Max Uplift 6=-271(LC 12), 4=-271(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=199/437, 2-3=-193/437, 1-6=-267/570, 3-4=-267/570 WEBS 1-5=263/181, 3-5=-263/130 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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. 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 atjoint(s) except (it=lb) This item has been 6=271, 4=271. electronically signed and LOADCASE(S) Standard sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No;34869 MiYk USA, Inc. FL Cart 8634 6904 Parke East Bivd. Tampa FL31610 Date: May 3,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119,2020 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 l� building design. Bracing Indicated Is to prevent buckling of individual truss web andlor 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 fabdca9on, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Rudy Vega T23802201 508208 T1 Common 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:49 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-99c1zwkozuyF_Jk3KMCnBDXoyGOtQZs9aU?SLnzKGNS i 1-2-0 5-0-0 8-10-0 10-0-0 ' 1-2-0 ' 3-10-0 3-10-0 1-2-0 11 4x4 = Scale = 1:18.1 i 1-0-0 1r2-P 5-0-0 8-10-0 9,-0-p 10-0-0 1-0-0 d-2-b 3-10-0 ' 3-10-0 -z- 1 Plate Offsets_(X,Y)— [2:0-3-8,Edgej, [4:0-3-8,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.00 7-8 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.01 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 6 n/a nia BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) 0.00 7 >999 240 Weight: 47 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 6=04-0, 8=0-4-0 Max Horz 8=109(LC11) Max Uplift 6=163(LC 12), 8=-215(LC 12) Max Grav 6=400(LC 1), 8=400(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-317/296, 34=317/312 WEBS 4-6=358/625, 2-8=360/711 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 163 lb uplift at joint 6 and 215 lb uplift at This item has been joint 8. electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lea PE No. U$69 Mi7al'USA Inc.;FLdart 6634' 6964 Parke East Blvd. Tampa F433610 Data: May 3,2021 --..._..._._._.__.._...— WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED hAITEK REFERENCE PAGE MII-7473 rev. 511192020 BEFORE USE. -... ---..................................... _._.— Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not -_-.e a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chard members only. Additional temporary and permanent bracing �A M is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IVII��' e� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPlI Quality Criteria, DSB.89 and SCSI 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 Rudy Vega T23802202 508208 T2 Hip Girder 2 1 Job Reference o tional Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:50 2021 Page 1 ID:OIR?uvPCrTEdiMbC gUSxELyQZsg-d MAP B GI Q kC46bSJ Fu4j OjQ40zgj B90_I o81?uDzKGNR 1-2-0 3-11-0 7-0-0 r 8-10-0 i 10-0-0 1-2-0 1-10.0 4-0-0 1-10-0 ' 1-2-0 Scale = 1:16.5 Special NAILED Special 4x4 = 2x4 11 2x4 11 1-0-0 1-2- 3-0-0 7-0-0 8-10-0 -0. 10-0-0 1-0-0 -2- 1-10-0 4-0.0 1-10-0 -2- 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.01 8-9 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.02 B-9 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MS Wind(LL) -0.01 8-9 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 3-4: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.2 REACTIONS. (size) 10=0-4-0, 7=0-4-0 Max Horz 10=65(LC 6) Max Uplift 10=215(LC 8), 7=-163(LC 8) Max Grav 10=430(LC 32), 7=430(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=387/115, 34=337/142, 4-5=388/125 BOT CHORD 8-9=-89/356 WEBS 2-10=-393/176, 2-9=103/382, 5-8=98/387, 5-7=393/148 PLATES GRIP MT20 244/190 Weight: 50 lb Fr = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-4. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 8-9. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-16; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck 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 215 lb uplift at joint 10 and 163 lb uplift at joint 7. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25') toe -nails per NDS guidlines. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 198 lb down and 131 lb up at 3-0-0, and 198 lb down and 131 lb up at 7-0-0 on top chord, and 22 lb down and 8 lb up at 3-0-0, and 22 lb down and 8 lb up at 6-114 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 34=60, 4-6=60, 11-14=20 This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lea PE No.34869 MiTek.USA Inc. FL Cart6634L 690d Parke East Blvd. Tampa FL33670 Date: May 3,2021 Continued on page 2 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MATEK REFERENCE PAGE M11-7473 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 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 �UliTek' 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?P11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available fromTruss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Rudy Vega T23802202 508208 T2 Hip Girder 2 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 9=8(B) 8=8(B) 18=4(B) 8.430 s Apr 2u 2Uz1 ml I eK maustnes, Inc, mon may 3 U8:z4:5l zazl Page 2 ID:DjR?uvPCrTEdiMbCgUSxELyQZsg5YjnOcl2WCzDcuSSnEFGecAj43QuTES1 oUYQf7KGNQ ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/192020 BEFORE USE. Design valid foruse only with MrrekO connectors. This design is based only upon parameters shown, and is for an individual building component, not -- y 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 MiTek7 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 ANS//rPlf Quality Criteria, DSO-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 City Ply Rudy Vega T23802203 508208 V1 Valley 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905. 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:51 2021 Page 1 ID:Oj R?uvPCrTEdiMbCgUSxELyQZsg-5YjnOcl2WCzDcuSSnEFGec7k43xuUMS1 oUYQfzKGNQ i 4-3-0 8-6-0 i 4-3-0 4-3-0 Y a d 2x4 2x4 11 4x4 = 2x4 Scale = 1:15.5 .d d 0-6-8 8-5-8 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.13 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020rTP12014 Matrix-S Weight: 27 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.2 REACTIONS. (size) 1=8-5-0, 34-5-0, 4=8-5-0 Max Harz 1=79(LC 10) Max Uplift 1=-67(LC 12), 3=-67(LC 12), 4=107(LC 12) Max Grav 1=135(LC 17), 3=146(LC 18), 4=317(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-210/350 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 67 lb uplift at joint 1, 67 lb uplift at joint 3 and 107 lb uplift atjoint 4. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No♦ U866 Willi USA, Inca. FL tort 8634 6964 P.atke East Blvd: Tampa FL93610 Dater May 3,2021 - - -- — ...._..._... - ---....- ---... - ...... ------------ -.... ........... ---........_...................... .... .... -.... -..... _........ ............ ---.... ... - --....-... -......... .----- ......_.._._...._.. - - - -- ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED PdITEK REFERENCE PAGE 10II.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 {V l is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ppiTe k` fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSI1rPI1 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 Rudy Vega T23802204 508208 V2 Valley 1 1 Job Reference (optional) ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MI I eK industries, Inc. Mon May 3 U8:24:52 2021 rage i ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-akH9cxmgGpKgrmTe?UIUor9LeTRodx4bGSE6y6zKGNP 2-3-0 4-6-0 ' 2-3-0 2-3-0 v d 2x4 i 2x4 II 4x4 = 2 2x4 Scale = 1:8.4 4-5-8 O-V8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) VdeFl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-0 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 SP No.2 REACTIONS. (size) 1=4-5-0, 3=4-5-0, 4=4-5-0 Max Horz 1=-35(LC 10) Max Uplift 1=37(LC 12), 3=-37(LC 12), 4=34(LC 12) Max Grav 1=66(LC 17), 3=71(LC 18). 4=128(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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck 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 37 lb uplift at joint 1, 37 lb uplift at joint 3 and 34 lb uplift at joint 4. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. U869 wok USA Jnq. FL Cert6634 6994 Parke East Bl4d; Tampa FL 33810 Date: May 3,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED PAITEK REFERENCE PAGE MIJ-7473 rev. 5/192020 BEFORE USE. Design valid for use only with M7ekO 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 ANSUrP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East BNd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply Rudy Vega T23802205 508208 V3 Valley 2 1 Job Reference o ticnal ribbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:53 2021 Page 1 ID:OIR?uvP C rTEdiMbCq USxELyQZsg-2xrYpH nl17ShSw2gZC Gj L3iXEtni M Oo lv6zf UYzKGN 0 i 1.6-0 3-0-0 1-6-0 1-6-0 v d d 2x4 ii LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TIC 0.05 TCDL 10.0 Lumber DOL 1.25 BC 0.05 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2020/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 1=2-11-4, 3=2-11-4 Max Horz 1=-32(LC 10) Max Uplift 1=34(LC 12), 3=34(LC 12) Max Grav 1=81(LC 1).3=81(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 3x4 = 2 2x4 -,- ra d DEFL, in (loc) Ydefl Ud PLATES GRIP Vert(LL) n/a - n/a 999 MT20 2441190 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 3 n/a n/a Scale = 1:7.7 Weight: 8 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 cc purlins. BOT CHORD 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; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck 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 34 Ill uplift at joint 1 and 34 lb uplift at joint 3. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No 34666 MiTek USA, Inc. FL tort $634 6964 Parke. East Blvd. Tampa FL33616 Date: May 3,2021 ® WARNING - Vedy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5119,2020 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 .truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall r �Y 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 ANSLITP/1 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 Job Truss Truss Type City Ply Rudy Vega T23802206 508208 V4 Valley 2 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:54 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQ7-sg-W7Pw1dowoQaY44dl7voyuGEfNH6g5gbujmjD1—zKGNN 3-0-0 6-0-0 3-0-0 3-0-0 6 d 2x4 -i 2x4 II 4x4 = 2x4 .g 6 Scale = 1:14.7 0-0-6 5-11-10 ' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020lrP12014 Matrix-P Weight: 20 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.2 REACTIONS. (size) 1=5-11-4, 3=5-11-4, 4=5-11-4 Max Horz 1=79(LC11) Max Uplift 1=65(LC 12), 3=-65(LC 12), 4=38(1_C 12) Max Grav 1=108(LC 1). 3=117(LC 18), 4=187(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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 65 lb uplift at joint 1, 65 Ito uplift at joint 3 and 38 Ito uplift at joint 4. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. U869 MIT& USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FIL 336 0' Date: May 3,2021 ------......... _..... _..__._..__...................... ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED IIITEK REFERENCE PAGE MII-7473 rev. 6/192020 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 iVliTek' 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 ANSIMP/f 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 Rudy Vega T23802207 508208 V5 Valley 2 1 Job Reference (optional) I iDDetts Lumber company, vaim tray, rL - a2aU0, tlr 6 4-6-0 o.•fa. Jhpl—G 1IvllI e'R IIIUUJl11CJ, nit:. "lull.,.y J - 'ayo i ID:OjR7uvPCrTEdiMbCgUSxELyQZsg_JzlEzpZYkiPiEBDhdJBQUnpshQNgHf1 yQSmZRzKGNM 4x4 = 2 4 2x4 i 2x4 11 2x4 �� v b Scale = 1:20.1 s 9-0-0 10 f B-11-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.16 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 3 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 purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 REACTIONS. (size) 1=8-11-4, 3=8-11-4, 44-11-4 Max Horz 1=126(LC 10) Max Uplift 1=-84(LC 12), 3=-84(LC 12), 4=99(LC 12) Max Grav 1=157(LC 1), 3=173(LC 18), 4=329(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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=l ift; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible forverifying 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 84 lb uplift at joint 1, 84 lb uplift at joint 3 and 99 lb uplift at joint 4. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. W69 MiTek USA, lnc. _FL Cart6634 6904 Parke East Blvd. Tampa PL 33616 Date; May 3,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5119,2020 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 pp q� T building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ,y'� fek° 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 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 Job Truss Truss Type City Ply Rudy Vega T23802208 508208 V6 Valley 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MTek Industries, Inc. Mon May 3 08:24:56 2021 Page 1 ID:OIR?uvPCrTEdiMbCgUSxELyQZsgS WXgRJpBJ2rGJNmPEKgQzhK?kSnE4TBB4CJ5tzKGNL v d d 6-0-0 6.0-0 4x4 = 3x4 8 7 6 i 2x4 11 2x4 II 2x4 11 3x4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 TCDL 10.0 Lumber DOL 1.25 BC 0.12 BCLL 0.0 Rep Stress Incr YES WB 0.07 BCDL 10.0 Code FBC2020/TPI2014 Matrix-S .9 6 DEFL. in (]cc) Vdeft Ud PLATES GRIP Vert(L-) n/a n/a 999 MT20 244/190 Vert(CT) n/a n/a 999 Horz(CT) 0.00 5 trial n/a Scale = 1:25.2 Weight: 45 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 SP No.2 REACTIONS. All bearings 11-11-4. (lb) - Max Horz 1=173(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 7 except 8=214(LC 12), 6=214(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 1, 5 except 7=270(LC 17), 8=374(LC 17), 6=374(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown WEBS 2-8=-324/393, 4-6=324/370 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=6.Opsf; h=15ft; B=97ft; L=97ft; eave=lift; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 atjoint(s) 1, 5, 7 except (it=lb) 8=214, 6=214. This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. 34869 MTTek:USA Inc. FL Cart6634 6904 Parke East Blvd. Tampa FL33610 Date:_ May 3,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. �' Design wild 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 �i'''�k` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rP/f Duality 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 Rudy Vega T23802209 508208 V7 Valley 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.430 s Apr 20 2021 MiTek Industries, Inc. Mon May 3 08:24:57 2021 Page 1 ID:OjR?uvPCrTEdiMbCgUSxELyQZsg-wi52ffgp4 Lz7xXLco2LfVvsAXU7dIAj KPkxtdJzKG NK 7-64) 15-0-0 7-6-0 7-6-0 g 6 4x4 = 3x4 i 8 7 6 3x4 2x4 I 2x4 11 2x4 11 a d Scale = 1:30.9 0-6-6 14-11-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.11 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-S Weight: 59 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.2 REACTIONS. All bearings 14-11-4. (lb) - Max Horz 1=220(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 1, 5 except 8=-239(LC 12), 6=-239(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=266(LC 17), 8=420(LC 17), 6=420(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-8=338/384, 4-6=338/384 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuK=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=97ft; L=97ft; eave=11ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-5-12 to 6-5-12, Interior(1) 6-5-12 to 7-6-0, Exterior(2R) 7-6-0 to 13-6-0, Intericr(1) 13-6-0 to 14-6-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck 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 atjoint(s) 1, 5 except (jt=lb) This item has been 8=239, 6=239. electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Julius Lee PE No. U869 mite fcUSA Inc. FLCarl 6634 6904 Parke East Blvd. Tampa F03610 Date: May 3,2021 ®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 propedy incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSYM11 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 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. O'11fi , - -I- For 4 x 2 orientation, locate plates 0- Vid' 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 Ir O 2 U EL O F- 8 7 6 5 JOINTS ARE GENERALLY NUMBEREDILETTERED 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, ESR1352, 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 ANSIfFPI 1 section 6.3 These truss design's rely on lumber values established by others.. © 2012 MiTek® All Rights Reserved MiTek' Engineering Reference Sheet:'MII-7473 rev. 5/19/2020 General Safety Notes Failure to Follow'CouId Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal orX-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 lightly 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 ANSI1TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumberused shall be ofthe 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 ANSI/TPI 1 Quality Criteria: 21.The design does not take into account any:dynamia or other loads other than those expressly stated:"'