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HomeMy WebLinkAboutTruss1 11ZT !3r: !NNSTAI , * ram k` F l` a' ILL Ada 1 IF RU 6 )O SO MAY RESULT iN DAMAGED TRU& `OID ALL WARRANTIES. 31 311 I - 171 311 yw fl y I N t,r...3 THIS IS A PLACEMENTi �.,AN FOR ENGINEERED BRACING: SEE FINAL ENGINEERING SHEETS FOR THE g �3ACK CHARGES WILL NOT BE ACCEPTED UNNLESS OUR g * COMPONENTS AS DEFINED BY WTCA 1 - 1995. 1) FOR THE ERECTION BRACING FOLLOW STRUCTURAL DATA, NUMBER OF GIRDER AND TRUSS DESIGN DEPARTMENT APPROVES THEM IN ADVANCE 1,J1 DIAPHRAMS HAVE NCT BEEN ANALYZED BY INSTRUCTIONS ON 1i 1E: BCSI-B1 SUMMARY SHEETS PLIES AND THE CONNECTION INFORMATION. ALL HANGERS ARE SIMPSON STRONG TIE OR USP � � FAILURE TO EAST COAST TRUSS, 2) PERMANENT BRACING FOR THE STRUCTURE IS HE OUR DESIGN DEPARTMENT MUST APPROVE UNLESS OTHERWISE NOTED. INSTALL HANGERS r FOR ERECTION AND INSTALLATION OF TRUSSES ESPONSIBILITY OF OTHERS. ALTERATIONS AND/OR REPAIRS TO TRUSSES IN ACCORDING TO THE CURRENT SIMPSON STRONG -TIE 3ES AND WILL FOLLOW INSTRUCTIONS ON THE BCSI-B1 SUMMARY 3) INSTALL WEB BRACING AS STATED ON SEALED ADVANCE. OR USP CATALOG I SHEETS AND SEALED ENGINEERED TRUSS DRAWINGS NGINEERING TRUSS DRAWINGS. I�Q a o 0 0 0 0 ZCJ 1 ►ice ' - I it � I 1i — if jf` I' �l/��IY��ILl1VLL.dgai�r/fir .!,�►i�r ��'. �%�11�i=il�.i.���lsi�ii�ir�►,iviii��.�L.� — ������®11��I111 _ C091- J • 81 - 1 • CO&I • 1 — ,..'Y—.... ' �IIf1�1 1 • 1 ,PON _ PON ZEJ7 ZEJ7 ZEJ7 1 V-4" CIg ZEJ7 ZCJ5 ZCJ3 ZCJ 1 20' 0" 12' 21f _ _ 9' U, ce) d d �t d d d co r U U W W W LLl W W UJ U U Ir_ - - /, I IWAi •ZC LIM-n PEI • i — ZCJ M 00 1-7171-7 1 V 4' CIg 1 V-4" Cig /fEJ7A SUI 24 T 2' O11 1 OII I O11 Ill 0"1 /\ll t 011 i Olt O (0 - Pr `O EJ7 Su 4 r> N 00 _ ���� Q to tQ to to Co to to � to C > > > CD _ N N N N N c`i N N N N N N ir= EJ7A;-�• l H In 1 -4 CI _ _ _ = 2 2 2 = _ _ = 2 Su 4 = 1 V-4" CIg fk _ BY ___ C9 _0 ao N�N 2f 2" 1$I gtt _ 13'-4" CIg `-_t 2' 2 Y, ------------ I Mull I I 14'-4" CIg 12" Coffer 1 lA V,1k c I; L 3' 311 5' Orr I w bICLLIL -` PB14 PB15 1 V-4" CIg PB16 I C) M 17 C,fl Cfl Co CO CD CO CO Co Co CO (O N �I 'D N N N N N N N N N N U) U)V) U) (A U) V) U) � > T = pig 011111IfMlP-11M ,� r- AL to 0 _co N_ _O T 1 U U U T_ co m C0 00 41 411 N N N oo 11'-4"11Clg CJ 1 B CJ3B 61 511 CJ5C 2' 7" • dlu I �VVV��dlllllIN, m w w 3 li.o 2111 o0 ,N N� - CIS 0 9J —_ — Dining o _ 1 214" C l Interior l —� — l'L `�Vr• Brg Req'd-- —------- NN VjV N U) N N N N V) U) to U) N U) '-N U) to N N N U) N U) LO " 20t c- O co Iou de Face of Wall to Ctr of Column U 4" CI �. Laundry 1 V-4" CIg 5" 911 LL O' �-00 O O co CO I`- 00 co M co a a a a F, - ,. I, of,., ^A161, 7ZZZZ = 1 1� 1 1 Top of Sr�­4� 13 I 11 f - 4 T tc)p ck, i.1 "s `) 4 J1 131_811 Top of Big �x 12 C off u 11 C,�Im - ao _ e - p �A2�e F 21 Nand Frame by Others 46 `i' 00 I Oo co 21 00N T= 80 < r x ­0 Y g c s THD26-2 IF THD26-2 V - 4 H01G r r1 I 11 I rr 1 Il 1 11 r II t 11 t 11 1 II 1 11 1 11 1 11 1 11 1 11 1 1! 1 Il t 11 I Il 1 1 1 11 0 0 0 0 0 C 0 0 0 0 0 0 0 0 0 0 0 0 0 ' 0" M M _ HUS26 H02 HUS26 N r -1 Oil , l 11 1 Oil 1 Olt 1 V-4" Cig HUS26 H02 HUS26 (D HUS26 H02 HUS26 (D r co N Q Q Q 11'4'CIg HUS26 H02 HUS26 N N wg N U) U = GO �ZEJ5 11' " CIg r- O O O Q Q.ZCJ3 t Q Q o =U N ZCJ 1 X .1 1 1 0000 N N 171411 421411 a rl U ei � Manuel Martinez e MartinZ "-Qote:2021.06.16 .... Wrt .'ke e, ,ta gstl rt SERIAL# 400165 OF 10 6E 1E 10 899A 911F BD 99 55 F7 This drawing has been electronically signed and sealed by Manno Martinez, P.E. (Ft. tic. 941182) on the date Shown .......sing a SHp-1 authentication code. printed copies of his document are not tansidered signed and sealed and the SHd-1 aufheMicMion code must he oetitied on any electronic [.Pies. 4-3/164�� 611 -81, CMU 2x8 FasciaWall (By Bldr) Typica,� LEnd Detail w/ Level Return 6 17-1 77_____f-1 Cif 611 W4 In �f�- 0') 3/4" N — _ � Stub ISO T 1 1 1 -116 81, CMU I Wall 7 at c % (Heel Height Varies) to N �K' K �. Y d 5 x ,. .., ,... �.. .. .. C4 N OII t 0"l 011 r OH l Oil I Oltl 011 I Offl 011 ZCJ 1 u7 LO to LO to et' Cn N 0 ¢ ¢ Q Q a QQQa 441011 LO M U U U •`I►/ltlZCJ I P4 —i �i■W��i d■1 ZCJ1 am Sol no :: 101 so ESol o - • ■■—µ.ZEJ3• :: one so imi ON INS ■■ .r.. v■ZCil -.� N ENGINEERED Nm ., TIMBER TRUSS SYSTEMS z �, ����-s PRODUCTS g• , �:'€h�. � ..xis x, R -F TRUSS 5285 S7'. LUCIE BLVD. FT. PIERCE, FL 34946 �. OFFICE: U72) 466-2480 FAX: (772400-5330 � V! CUSTOMEiR:Telese Builders JOB NAME: Desai Res ADDRESS:PGA Village LLJ CITY/COUNTY:PSL V <( J0 w g 1 JOB 11 MODEL:Model SQ FT 6563 DATE 04/12/21 LATEST 0uAJ IN ACCORDANCE WITH THE FLOWDA ADWNISTRATIVE 61G15S-31.003 (3) (c), EAST COAST TRUSS is the "Truss Design Engineer" F Trusses are designed in accordance with the u Florida Building Code NOTE: By approving this placement plan(s), signatured n anywhere on this sheet, the customer or his t representitive acknowledges that this placement plan complies with the structural intent of the project. The customer also acknowledges that this approval authorizes EAST COAST TRUSS to manufacture these trusses and deliver them to the project indicated on this 1 drawing. The customer also acknowledges that he/she accepts financial responsibility for any repair, engineering, and } labor required due to errors other than those of EAST, COAST TRUSS. Signed: Date: CODE = FBC 2020/TP12014 ASCE 7-16 S DESIGN CRITERIA = MWFRS° OCCUPANCY CATEGORY= II EXPOSURE = B MWF SPEED 160 ,_ BUILDING TYPE =ENCLOSED MEAN HEIGHT: 18.00 ,� '�"4 t i ; EUR FACTOR- , 3+.,tn..,.Y CLL-TCDL-BCLL-BCDL 40.0,10.0,0.075.0 ROOF, DUR FACTOR= 1.25 PSF=TCLL-TCDL-BCLL-BCDL *NON -CONCURRENT BC LL 10ps 0 CONCURRENT BC STORAGE LL 20 psf .ar # F i I x IO MWF=MAIN WIND FORCE ,J C&C = COMPONENTS AND CLADDING TOB = TOP OF BEARING TC = TOP CHORD BC = BOTTOM CHORD<' LL = LIVE LOAD DL = DEAD LOAD psf = POUNDS PER SQUARE FOOT # = POUNDS UPLIFT MUST BY-PASS FLOOR TRUSSES UNLESS SHOWN ON ENGINEERED TRUSSx DRAWING. sa ALL GIRDER/COLUMN LOADS MUST a. BY-PASS FLOOR TRUSS UNLESS SHOWN ON ENGINEERED TRUSS DRAWING. k 2X6 STRONG BACK BRACING, 10` O" O.C., IS rw RECOMMENDED ON FLOOR TRUSSES SPANNING 20' O" OR MORE 3 CAUTION: SPAN6 GREATER THAN 30'-0" 1 MUST BE SET WITH A SPREADER BAR. THE SPREADER BAR SHOULD BE AT LEAST 1/2 TO 2/3 IN LENGTH AS THE SPAN OF THE TRUSS < BEING SET. 4 F t � REFER TO BCI-B1 FOR COMPLETE; ERECTION AND SAFETY PROCEDURES.'` .. NOTE: TRUSSES DO NOT SUPPORT ANY PLANT SHELVES- . V 6 1- 2- 3- 4- 5- 6- ALL BEARING POINTS akT "= UST BE INSTALLED PRIOR TO COMPONENTS AS DEFINED BY WTCA 1 - 1995. 1) FOR THE ERECTION BRACING FOLLOW STRUCTURAL DATA, NUMBER OF GIRDER AND TRUSS DESIGN DEPARTMENT APPROVES THEM IN ADVANCE DIAPHRAMS HAVE NOT BEEN ANALYZED BY aNSTRUCTIONS ON THE BCSI-B1 SUMMARY SHEETS PLIES AND THE CONNECTION INFORMATION. ALL HANGERS ARE SIMPSON STRONG -TIE UNLESS INSTALLING ANY TRUSSES! FAILURE TO DC EAST COAST TRUSS. 2) PERMANENT BRACING FOR THE STRUCTURE IS iE OUR DESIGN DEPARTMENT MUST APPROVE OTHERWISE NOTED. INSTALL HANGERS ACCORDING 70 MAY RESULT IN DAMAGED TRUSSES AND WILL VOID FOR ERECTION AND INSTALLATION OF TRUSSES RESPONSIBILITY OF OTHERS. ALTERATIONS AND/OR REPAIRS TO TRUSSES IN TO THE CURRENT SIMPSON STRONG -TIE CATALOG pO WARRANTIES. FOLLOW INSTRUCTIONS ON THE BCSI-B1 SUMMARY 3) INSTALL WEB BRACING AS STATED ON SEALED ADVANCE. SHEETS AND SEALED ENGINEERED TRUSS DRAWIt :NGINEERING TRUSS DRAWINGS. ENGINEERED TIMBER TRUSS SYSTEMS A PRODUGTs x k � Od { LkI WAST TRUSS N 0) 52S5 SD LLMU, BLVD. 11. M-RC9. 33, 399£i 6 IR OiYCE U72) 466-2190 E`,X. (1121466 5336 M JUN 18 2021 ucie County, Permitting TOMER:Telese Builders NAME:Desai Res RESS:PGA Village /COUNTY:PSL DEL:Model 2AGE: FT=6562 ft2 104/12/21 (LATEST=/ n ,DMINISTRATIVE CODE 61G15S-31.003 (3) (c), EAST COAST TRUSS is the "Truss Design Engineer" Trusses are designed in accordance with the Florida Building Code By approving this placement plan(s), signatured tywhere on this sheet, the customer or his presentitive acknowledges that this placement plan Implies with the structural intent of the project. The customer also acknowledges that this approval ithorizes EAST COAST TRUSS to manufacture n ese trusses and deliver them to the project indicated i i this drawing. i The customer also acknowledges that he/she :cepts financial responsibility for any repair, igineering, and labor required due to errors other ! I an those of EAST COAST TRUSS. r I gned: Date: 11 DESIGN CRITERIA=MWFRS OCCUPANCY CATEGORY=ll EXPOSURE=B MWF SPEED=160 BUILDING TYPE=ENCLOSED MEAN HEIGHT=18.00 ft GRAVITY LOADS FLOOR DUR FACTOR: 1.0 PS F=TC LL-TCDL-BCLL-BC DL 40.0,10.0,0.0,5.0 ROOF DUR FACTOR: 1.25 PS F=TCLL-TCDL-BCLL-BCDL 20.0,15.0, 0.0,10.0 *NON -CONCURRENT BC LL 10psf CONCURRENT BC STORAGE LL 20 psf EFINITIONS VF = MAIN WIND FORCE ,C = COMPONENTS AND CLADDING W 6 = TOP OF BEARING = TOP CHORD = BOTTOM CHORD ; = LIVE LOAD = DEAD LOAD 3 = POUNDS PER SQUARE FOOT = POUNDS 5 U) UJ (LESS SHOWN ON ENGINEERED TRUSS z ,AWING. L GIRDER/COLUMN LOADS MUST -PASS FLOOR TRUSS UNLESS SHOWN ON IGINEERED TRUSS DRAWING. LLI r 00 U) ON FLOOR TRUSSES SPANNING 20'-0" OR MORE ��-Ay ST BE SET WITH A SPREADER BAR. THE 2EADER BAR SHOULD BE AT LEAST 1/2 TO _ IN LENGTH AS THE SPAN OF THE TRUSS NG SET. -ER TO BCI-B1 FOR COMPLETE :CTION AND SAFETY PROCEDURES. ALL BEM"_k. €k SUPPORT ANY PLAT ® 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: J41792 - Desai Res MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Telese Builder Project Name: Desai Res Model: . Lot/Block: . Subdivision: . Address: PGA Village,, City: PSL 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 8.4 Wind Code: ASCE 7-16 [All Heights] Wind Speed: 160 mph Roof Load: 45.0 psf Floor Load: 55.0 psf This package includes 124 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T24299131 A01 G 6/14/21 23 T24299153 B09 6/14/21 2 T24299132 A02 6/14/21 24 T24299154 B 10 6/14/21 3 T24299133 A03 6/14/21 25 T24299155 B11 6/14/21 4 T24299134 A04 6/14/21 26 T24299156 B12 6/14/21 5 T24299135 A05 6/14/21 27 T24299.157 B13 6/14/21 6 T24299136 A06G 6/14/21 28 T24299158 B14G 6/14/21 7 T24299137 A07G 6/14/21 29 T24299159 C01 G 6/14/21- 8 T24299138 A08 6/14/21 30 T24299160 CO2 6/14/21 9 T24299139 A09 6/14/21 31 T24299161 CO3 6/14/21 10 T24299140 A10 6/14/21 32 T24299162 C04 6/14/21 11 T242991.41 All 6/14/21 33 T24299163 C05 6/14/21 12 T24299142 Al2G 6/14/21 34 T24299164 C06 6/14/21 13 T24299143 A13G 6/14/21 35 T24299165 C07 6/14/21 14 T24299144 A14 6/14/21 36 T24299166 C08 6/14/21 15 T24299145 B01 G 6/14/21 37 T24299167 C09 6/14/21 16 T24299146 B02 6/14/21 38 T24299168 C10 6/14/21 17 T242991.47 B03 6/14/21 39 T24299.169 C 11 6/14/21 18 T24299148 B04 6/14/21 40 T24299170 C12G -6/14/21 19 T24299149 B05 6/14/21 41 T24299171 D01 G 6/14/21 20 T24299150 B06 6/14/21 42 T24299172 D02 6/14/21 21 T24299151 B07 6/14/21 43 T24299173 D03 6/14/21 22 T242991.52 B08 6/14/21 44 T24299174 D04 6/14/21 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Velez, Joaquin 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 islicensed in the jurisdiction(s) identified and that the designs comply with ANSliTPI 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 shouldx6rify applicability of design parameters and properly incorporate'these designs into the overall building design perANSI/TPI 1, Chapter 2. �� .•�, F'• •ice 0 182 ATE OFZZ NA /lllllf�� Joaquin elez E NO 182 MITek U, , I ; FL Cert 6634 69D4 Pa st Blvd. Tampa FL 33610 Date: June14,2021 Velez, Joaquin.' 1 of 2:,. RE: J41792 - Desai Res Site Information: Customer Info: Telese Builder Project Name: Desai Res Model: . Lot/Block: . Subdivision: . Address: PGA Village, , City: PSL No. Seal# Truss Name Date 45 T24299175 D05 6/14/21 46 T24299176 D06 6/14/21 47 T24299177 D07 6/14/21 48 T24299178 D08 6/14/21 49 T24299179 D09 6/14/21 50 T24299180 D10G 6/14/21 51 T24299181 E01 G 6/14/21 52 T24299182 F01 G 6/14/21 53 T24299183 F02 6/14/21 54 T24299184 F03 6/14/21 55 T24299185 FG21 6/14/21 56 T24299186 G01 G 6/14/21 57 T24299187 G02 6/14/21 58 T24299188 H01 G 6/14/21 59 T24299189 H02 6/14/21 60 T24299190 H03 6/14/21 61 T24299191 MG01 6/14/21 62 T24299192 MG02 6/14/21 63 T24299193 MG03 6/14/21 64 T24299194 MV4 6/14/21 65 T24299195 MV6 6/14/21 66 T24299196 MV7 6/14/21 67 T24299197 MV7A 6/14/21 68 T24299198 MV8 6/14/21 69 T24299199 MV10 6/14/21 70 T24299200 MV10A 6/14/21 71 T24299201 PB1 6/14/21 72 T24299202 PB2 6/14/21 73 T24299203 PB3 6/14/21 74 T24299204 PB4 6/14/21 75 T24299205 PB5 6/14/21 76 T24299206 PB6 6/14/21 77 T24299207 PB7 6/14/21 78 T24299208 PB8 6/14/21 79 T24299209 PB9 6/14/21 80 T24299210 PB10 6/14/21 81 T24299211 PB11 6/14/21 82 T24299212 PB14 6/14/21 83 T24299213 PB15 6/14/21 84 T24299214 PB16 6/14/21 85 T24299215 PB17 6/14/21 86 T24299216 V4 6/14/21 87 T24299217 V8A 6/14/21 88 T24299218 V12 6/14/21 89 T24299219 V16 6/14/21 90 T24299220 ZCJ1 6/14/21 91 T24299221 ZCJ 1 A 6/14/21 92 T24299222 ZCJ1 B 6/14/21 93 T24299223 ZCJ3 6/14/21 94 T24299224 ZCJ3A 6/14/21 95 T24299225 ZCJ3B 6/14/21 96 T24299226 ZCJ5 6/14/21 97 T24299227 ZCJ5C 6/14/21 98 T24299228 ZEJ2 6/14/21 99 T24299229 ZEJ3 6/14/21 100 T24299230 ZEJ3A 6/14/21 101 T24299231 ZEJ4 6/14/21 State: FL No. Seal# Truss Name Date 102 T24299232 ZEJ5 6/14/21 103 T24299233 ZEJ5C 6/14/21 104 T24299234 ZEJ7 6/14/21 105 T24299235 ZEJ7A 6/14/21 106 T24299236 ZEJ7B 6/14/21 107 T24299237 ZEJ18 6/14/21 108 T24299238 ZEJ19 6/14/21 109 T24299239 ZEJ21 6/14/21 110 T24299240 ZEJ22 6/14/21 111 T24299241 ZEJ28 6/14/21 112 T24299242 ZEJ37 6/14/21 113 T24299243 ZEJ46 6/14/21 114 T24299244 ZEJ69 6/14/21 115 T24299245 ZHJ2A 6/14/21 116 T24299246 ZHJ3A 6/14/21 117 T24299247 ZHJ4 6/14/21 118 T24299248 ZHJ5 6/14/21 119 T24299249 ZHJ7 6/14/21 120 T24299250 ZHJ39 6/14/21 121 T24299251 ZHJ44 6/14/21 122 T24299252 ZHJ51 6/14/21 123 T24299253 ZHJ54 6/14/21 124 T24299254 ZHJ69 6/14/21 2 of 2 MAY 7, 2019 LATERAL TOE -NAIL DETAIL MII-TOENAIL_SP �0 ® MiTek USA, Inc. Page 1 of 1 NOBE DRIVEN AT AN ANLE OF 45 DEGREES WITH THE MEMBER AND MUST HA ELFULL WOOD SU PO TG (NAIL MUST BE DRIVEN THROUGH AND 0 0o EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 2. THE END DISTANCEEDGE DISTANCEAND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUS, ,UAL SPLITTING OF THE WOOD. MiTek USA, Inc. 3. ALLOWABLE VALUE SHALL BE THE.LESSER VALUE OF THE TWO SPECIES ��`�f�1��c��,��+ FOR MEMBERS OF DIFFERENT SPECIES. ENGMEEHED BLJ L]UO A MiTek Affiliate THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW OE -NAIL SINGLE SHEAR VALUES PER NDS 2018 (lb/nail) DIAM. SP DF HF SPF SPF-S �ry .131 88.0 80.6 69.9 68.4 59.7 p .135 93.5 85.6 74.2 72.6 63.4 J .162 108.8 99.6 86.4 84.5 73.8 ri z 128 74.2 67.9 58.9 57.6 50.3 0 .131 75.9 69.5 60.3 59.0 51.1 to .148 81.4 74.5 64.6 63.2 52.5 ri VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) = 291.5 lb Maximum Capacity ANGLE MAY VARY FROM 30 ° TO 60 ° 45.00 ° ANGLE MAY VARY FROM 30°TO 60° VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE 45.00 ° SIDE VIEW (2x3) 2 NAILS NEARSIDE NEAR SIDE SIDE VIEW (2x6) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30 ° TO 60 ° 45.00 ° Job Truss Truss Type Qty Ply Desgi Res T24299131 J41792 A09G Roof Special Girder 1 1 Job Reference (optional) cast uuast 1 russ, m. rlerce, rL - 14e40, t1.43U S May 12 ZU21 MI I eK Industries, Inc. I nu Jun 1U 12:Ut:bb 2UY1 Page 1 ID:Ddwb 18?2wcNxjodrLtVohlzQSRq-ljZQGsc45joYek3frWcmmmhzyWhTgVHwbt1rL5z7hYH 1-7-10 3-9 4 7-0-0 10.6-0 13-2-0 15-1%0 19-4-0 22.6-12 26-4-0 27-11-10 1-7-10 ' 3-9 4 3-2-12 F^ 3 6-0 2-8-0 + 2-8-0 3-2-12 3-9-0 1-7-10 I MWFRS WIND DESIGN METHOD USED EXCLUSIVELY 4x6 I' ��11S SPECIFIED BY ENGINEER OF RECORD. TYPICAL FOR ALL TRUSSES IN THIS JOB. 1�bx10 = 6x8 = 7x5 WB = 6x8 = 74b WB.= 6x8 = 3x10 = 13-2-0 19-4-0 26.4-0 Scale = 1:53.6 1 I$ LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC20201rP12014 CSI. TC 0.69 BC 0.63 WB 0.83 Matrix -MS DEFL. Vert(LL) Vert(CT) Hor;(CT) in (loc) I/deft Ud 0.23 12-14 >999 240 -0.49 12-14 >644 180 0.11 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 167 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-1-10 oc purlins. BOT CHORD 2x6 SP SS BOT CHORD Rigid ceiling directly applied or 7-6-14 oc bracing. WEBS 2x4 SP No.3 *Except* 6-14: 2x4 SP No.2 OTHERS 2x4 SP No.2 *Except* 15-15,13-13: 2x4 SP No.3 i REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2=-169(LC 23) Max Uplift 2=-699(LC 8), 10=699(LC 8) Max Grav 2=2700(LC 1), 10=2700(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHOR4 2-3=-5496/1378, 3-4=-5263/1327, 4-5=-4745/1227, 5-6=-4438/1157, 6-7=4438/1157, 7-8=-4745/1227, 8-9=-5263/1327, 9-10=-5496/1378 BOT CHORD 2-16=-1141/4872, 14-16=-1180/5217, 12-14=-1180/5217, 10-12=1141/4872 WEBS 3-16=-313/161, 4-16=-386/1865, 5-16=679/181, 5-14=2062/565, 6-14=-935/3667, 7-14=-2062/565,7-12=-679/181,8-12=386/1865,9-12=313/161 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) 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 of joint(s) except Qt=lb) 2=699, 10=699. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 345 lb down and 256 lb up at 7-0-0, and 345 lb down and 256 lb up at 19-4-0 on top chord, and 398 lb down and 90 lb up at 7-0-0. 811• lb down and 239 lb up at 8-1-4, and 811 lb down and 239 lb up at 18-2-12, and 398 lb down and 90 lb up at 19-3-4 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). Joaquih,Ve[ei PE No.88782 LOAD CASE(S) Standard MiTi:kUsk, Irim FL,Ceit(0634 690d Parke Ea+E Blvd. Tampa FL 33610 'Date: Continued on page 2 June 14,2021 ®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 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 ANSI/TP/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 Deiai Res T24299131 J41792 A01G Rgdf Special Girder 1 1 Job Reference o tional �•"'• "•'""• • �• ��� , -� •+ , c.90V 5 May -IL LyCI w11I arc Inausmes, Inc. I nu Jun 1u iz:U/:Jo zu/i rage z • ID: Ddwb_8?2wcNxjodrLlVohl zQSRq-1JZQGsc45joYek3frWcmmmhzyWhTgVHwbt1 rL5z7hYH LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1,25 Uniform Loads (plf) Vert: 1-4=70, 4-5=70, 5-6=70, 6-7=70, 7-8=-70, 8-11=-70, 2-10=-20 Concentrated Loads (lb) Vert: 4=-214(F) 8=-214(F) 16=398(F) 12=-398(F) 25=-811(F) 26=-811(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MiTEK REFERENCE PAGE 1,411-7473 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 fat 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 ANSLITP11 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, MD 20601 Tampa, FL 36610 Job Truss Type Qty Ply Desai ResT24299132 TTr J41792 Hip 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34y46, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 1012:07:57 2021 Page 1 ID:Ddwb_812wcNxjodrLIVohizQSRq-Vv7oUCdislwPGuerOD77J_ECPw 8z5A3pXmOuXz7hYG 1-7-10 4-9 4 9-0-0 13-2-0 17 4-0 21 6-12 26.4-0 27.11.10 1-7-10 4-9;4 4-2- 2 4-2-0 4-2-0 4-2-12 4-9 4 1-7-10 1x4 0 6.00 12 4x4 = 5 24 3x4 = 4x4 = 6 25 7 4x4. = 4x4 = 3x8 = 4x4 = _ 3.8 = 4x4 = Scale = 1:52.7 M d 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.14 12-23 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.32 12-23 >984 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.07 10 n/a n/a BCDL 10.0 Code FBC2020r rP12014 Matrix -AS Weight: 134 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2=-160(LC 6) Max Uplift 2=301(LC 8), 10=301(1_C'8) Max Grav 2=1277(LC 1), 10=1277(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2167/468, 3-5=-1823/396, 5-6=1578/387, 6-7=-1578/387, 7-9=-1823/396, 9-10=-2167/468 60T CHORD 2-15=-318/1908, 12-15=-223/1711, 10-12=-318/1908 WEBS 3-15=-430/162, 5-15=-60/516, 6-15=292/113, 6-12=-292/113, 7-12=-60/516, 9-12=-431/162 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=Bft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (A=lb) 2=301, 10=301. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin.Velsz.PE No:68152 MiTek USA, lnc FLCert_6834' 6604 PetkeEast Blvd. tampa FL 33610 Date: June 14,2021 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NIII-7473 rev. 5l19/2020 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 building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rPH 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 ob Truss Truss Type Qty Ply Desai Res T24299133 J41792 A03 Hip 1 1 _ Job Reference (optional) ' - test t;oast I russ, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 1012:07:56 2021 Page 1 ID:Ddwb 872wcNxjodrLlVohlzOSRq-z6hAhYdKdK3Gu2D1yxeErBm06JNa[VkC2BWy0_z7hYF 1F 710+ 5-9� 11-0-0 154-0 20' 2 1 26.4-0 27-11-10 1-7-10 5.9-4 5-2-12 4-4-0 5-2-12 5-9-4 1-7.10 1x4 6.00 12 4x6 = 4x6 = 1x4 II 3x8 = 1x4 II Scale = 1:52.7 1x4 II D I$ 5-9 4 11-0-0 15-4-0 20 8-12 26-4-0 5-944 5-2-12 4-0 0 5-2-12 5-94 Plate Offsets (X,Y)— [5:0-5-4,0-2-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.33 Vert(LL) -0.07 14 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.17 14-16 >999 180 BCLL 0.0 Rep Stress [nor YES WB 0.45 Horz(CT) 0.07 9 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 141 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=190(LC 7) Max Uplift 2=-301(LC 8), 9=301(LC 8) Max Grav 2=1277(LC 1), 9=1277(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2178/440, 3-5=-1622/385, 5-6=1380/379, 6-8=1623/385, 8-9=-2178/440 BOT CHORD 2-16=-285/1893, 14-16=-285/1893, 13-14=-129/1379, 11-13=-285/1884, 9-11=-285/1884 WEBS 3-14=-635/178, 5-14=-49/401, 6-13=49/402, 6-13=-634/178 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 3x4 MT20 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 Gt=lb) 2=301, 9=301. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ,Joaquin Velez PE' No.681B2 MiT& USA,,Inc. FL.Ce t,6634 6664 ParkefaisiBlvd. Tempa,F.L 33610 Date: June 14,2021 AL WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED tvtITEK REFERENCE PAGE A711-7473 rev. 5/19/2020 BEFORE USE. -- Design valid fo[Lse 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 WOWIs always required for stability and to prevent 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, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply Desaj Res T24299134 J41792 A04 Hip ] 1 1 - . Job Reference (optional) East Coast Truss, R. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 10 12:07:59 2021 Page 1 ID:Ddwb 872wcNxjodrLlVohlzOSRq-RIFYvueyOeB6VCoEWe9TOPJXcjielt6MHrFVy0z7hYE 134-0 -1-7110 6-94 13-0-0 13 19-6-12 264-0 27.11-10 1-7-10 6.94 6-2-12 0- 6-2-12 6-94 1-7-10 0-2-0 Scale = 1:52.7 4x6 = 6.00 12 1x4 II j$ _, 1x4 II 3x8 = 1x4 II 134-0 6.94 13-M 13 19-6-12 26.4-0 1.4 6-2.12 0.6.2-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.07 12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.18 14-19 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.07 8 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 130 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=-222(LC 6) Max Uplift 2=-301(LC 8), 8=-301(LC 8) Max Grav 2=1277(LC 1). 8=1277(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2124/433, 3-5=-1455/362, 5-7=-1455/362, 7-8=-2124/433 BOT CHORD 2-14=-268/1851, 12-14=-268/1851, 10-12=-268/1826, 8-10=-268/1826 WEBS 3-14=0/278, 3-12=764/216, 7-12=765/216, 7-10=0/278, 5-12=150/781 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=Bft; Cat. II; Exp B; Encl., GCpj=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) All plates are 3x4 MT20 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 Ito uplift at joint(s) except (jt=lb) 2=301, 8=301. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, :Inc. -FL Ceit 8834 6804 Perketast Blvd. Tampa FL 33810 Date: June 14,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NlITEK REFERENCE PAGE Mll-7473 rov. 5/19l2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and propedy Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general regarding the MiTek• guidance fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 6904 Parke East Blvd. Tampa, FL 36610 ob Truss Truss Type Oty Ply Desai Res T24299135 J41792 A05 ATTIC 6 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 1012:OB:01 2021 Page 1 ' ID: Ddwb_8?2wcNxjodrLlVohl zOSRq-OhNJJagDwFRgR*cd3CxTgOIGXNhVrgfk9kcl Iz7hYC -1-7-10 43.6 B04 10-11-11 11.6,813-2-0 14-9-81" 18-3-12 22-0-11 26-4-0 ,27-11-10, 1-7-1F-0—I 4-3� 3-8-14-2-11-7 0�18.1- 8 1-7-8 06-13�8-14 4-36 1-7-10 1x4 64 = _ r 3x6 = 5x6 = 3x4 = 3x4 = 5x6 = Scale = 1:51.2 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC2020fTP12014 CSI. TC 0.98 BC 0.69 WB 0.42 Matrix -AS DEFL. Vert(LL) Vert(CT) Horz(CT) Attic in (loc) I/deft Lid -0.49 15-16 >649 240 -0.75 15-16 >422 180 0.07 12 n/a n/a . -0.29 15-16 422 360 PLATES GRIP MT20 244/190 Weight: 158 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 *Except* TOP CHORD Structural wood sheathing directly applied. 7-10,4-7: 2x6 SP SS BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x6 SP No.2 *Except* JOINTS 1 Brace at Jt(s): 20- 14-17: 2x6 SP SS WEBS 2x4 SP No.3 `Except' 6-8: 2x4 SP No.2 OTHERS 2x45P No.3 *Except* , 1-18,13-19: 2x4 SP No.2 REACTIONS. (size) 2=0-8.0, 12=0-8-0 Max Horz 2=-220(LC 6) Max Uplift 2=-195(LC 8), 12=195(LC 8) Max Grav 2=1656(LC 14), 12=1656(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3214/241, 3-5=-2708/142, 5-6=-2229/163, 6-7=-173/885, 7-8=-173/884, 8-9=-2230/163, 9-11=-2709/142, 11-12=-3212/241 BOT CHORD 2-16=-126/3024, 15-16=0/2318, 12-15=-126/2857 WEBS 9-15=-11/889, 11-15=-794/197, 5-16=111889, 3-16=-794/197, 6-20=-3275/3B6, 8-20=-3275/386, 7-20=-17/288 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; - Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) 150.01b AC unit load placed on the top chord, 13-2-0 from left end, supported at two points, 3-0-0 apart. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Ceiling dead load (5.0 psf) on member(s). 6-20, 8-20. 5-6, 8-9 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 15-16 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=195, 12=195. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum Joaquin VelerPE No:8812 sheetrock be applied directly to the bottom chord. MiTek USA; Inc: FL'gtiit.6634 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 89g4ParI a EaetBlvrf.Ternpa FL 33610 Date: June 14,2021 ® WARNING - Vedq design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 6119/2020 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 appiicabllity 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, slorage,.delivery, erection and bracing of trusses and truss systems, see ANSI/7P/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 Truss Truss Type Qty Ply pesai Res �ob T24299136 41792 A06G Roof Special Girder 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 1012:08:02 2021 Page 1 • ID: Ddwb_872wcNxjodrLlVohl zQSRq-stxhXwgrhZZhMfXpBnjA01 x3kxmMEEcozpU9Zlz7hYB 4 6 11 8 8 5 12-10-0 16-11-11 21-1 5 25-8-0 4�-11 4-1-11 4-1-11 4-1-11 4-1-11 4-6-11 4x4 = 2x4 II 3x8 = 3x4 = 3x4 = •3x4 = 3x4 = 3x8 = 2x4 II 3x8,= 21-1-5 25-8-0 Scale = 1:49.0 9 N LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL , 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020rrP12014 CSI. TC 0.42 BC 0.47 WB 0.70 Matrix -MS DEFL. in (loc) I/defl L/d Vert(LL) -0.07 12 >999 240 Vert(CT) -0.15 10-12 >999 180 Horz(CT) 0.04 8 n/a rue PLATES GRIP MT20 2441190 Weight: 163 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-6 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 `Except' BOT CHORD Rigid ceiling directly applied or 9-10-8 oc bracing. 1-16,7-8: 2x6 SP No.3 REACTIONS. (size) 16=0-4-0, 8=0-4-0 Max Horz 16=127(LC 7) Max Uplift 16=-343(LC 8), 8=344(1_C 8) Max Grav 16=1319(LC 1), 8=1319(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. i TOP CHORD 1-1 6=-1 268/355, 1-2=-1635/344, 2-3=1679/375, 3-4=-1309/349, 4-5=-1309/349. 5-6=-1679/375, 6-7=-1635/344, 7-8=1268/356 BOT CHORD 14-15=-358/1685,12-14=-290/1452,10-12=-290/1452,9-10=-35811685 WEBS 1-15=-377/1831, 2-15=-870/235, 2-14=292/79, 3-14=-9/280, 3.12=-544/161, 4-12=-206/843, 5-12=-544/161, 5-10=-9/280, 6-10=-292/79, 6-9=870/235, 7-9=-377/1831 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) 16=343,8=344. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 192 lb down and 126 lb up at 0-9-1, and 192 lb down and 126 lb up at 24-10-15 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 (plf) Vert: 1-2=70, 2-4=70, 4-,6=70, 6-7=70, 8-16=-20 Continued on page 2 .Joaquin Velez'PE N6160ft MiTek USA, Ihm,FL:Ceft 6834, du Parke East Blvd;7ampa FL 33610 Date: l June 14,2021 ® WARNING - Verify dosign parameters and READ NOTES ON THIS AND INCLUDED IAITEK REFERENCE PAGE hill-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 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 ANSIMP/1 quality Cdteda, 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 ob Truss Truss Type Qty Ply Desai Res T24299136 J41792 A06G Roof Special Girder 1 1 Job Reference (optional) �.. .... Ilu , 'l. r101 , I-L-JYJYO, LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 17=-184 18=184 1 a.43U s may 12 zuzi mi I eK Inauslries, Inc. I nu Jun 1 u 1 z:utf:u2 2u21 Page 2 ID:Ddwb_8?2wcNxjodrLlVohlzQSRq-stxhXwgrhZZhMfXpBnjA01x3kxmMEEoozpU9Zlz7hYB ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 511912020 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 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 ANSVTPl1 Quality Criteria, DSB-89 and Bost Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Sulle 203 Waldod, MD 20601 Tampa, FL 36610 ob Truss Truss Type Qty Ply Desai Res T24299137 J41792 A07G ATTIC GIRDER 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 10 12:08:05 2021 Page 1 I D: Ddwb_872wcNxiodrLlVohl zQSRq-GScg9xjjzUxGD7FNsvGtdgZS78gCRdOEfnipA4z7hY8 13.1-4 15-3.9 •1-8-6 2.0.1 4.9-9 7-7-1 7,11rB 10-10-15 11.1-12 14-6-12 18.3.0 16-7r7 21-5-0 24.2.6 26.2.6 27-10-14 ' 1-8.6 ' 2.0.1 ' 2.9.6 '' 2.9.8 0'-4.7 2.11-7 0''-6-1t3 1-7-6 1-7-8 0.6.1 2.11-7 0' - 2.9.8 2.9•a 2.0.0 1.8-6 Scale=1:53.8 5x8 = 1x4 em_ao 3x6 11 4x8 = 5x8 WB = 2x4 11 2x4 11 5x8 WB = 4x8 = 3x6 11 7-11-8 13-1 LOADING (psf) TCLL 20.0 TCDL 15.0 SCLL 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 0.92 BC 0.91 WB 0.51 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Attic in (loc) Udefl L'/d -0.67 15-16 >461 240 -1.05 15-16 >295 180 0.07 12 n/a n/a -0.37 15-16 339 360 PLATES GRIP MT20 244/190 Weight: 193 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Excepr TOP CHORD Structural wood sheathing directly applied or 4-2-11 oc purlins, 3-4,8-9: 2x6 SP SS, 4-6,6-8: 2x6 SP DSS except end verticals. BOT CHORD 2x4 SP No.1 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 14-17: 2x6 SP SS WEBS 1 Row at midpt 4-18, 8-13 WEBS 2x4 SP No.3 *Except* JOINTS 1 Brace at Jt(s): 20 5-7: 2x4 SP No.2, 2-19,10-12: 2x6 SP No.3 OTHERS 2x4 SP No.2 *Except* 17-17,14-14: 2x4 SP No.3 j REACTIONS. (size) 19=0-7-4, 12=0-7-4 Max Horz 19=268(LC 7) Max Uplift 19=-589(LC 8), 12=589(LC 8) Max Grav 19=1698(LC 38). 12=1698(LC 39) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-765/330, 3-4=713/304, 4-5=-2132/429, 5-6=-216/1384, 6-7=-216/1383, 7-8=-2134/429,8-9=-712/304, 9-10=-764/330,2-19=-1637/592, 10-12=-1639/592 BOT CHORD 18-19=254/208, 16-18=-227/2214, 15-16=-223/2239, 13-15=-227/2211 WEBS 4-18=-1866/159, 4-16=0/695, 5-20=3776/738, 7-20=-3776/738, 8-15=0/695, 8-13=-1870/159, 6-20=-44/333, 2-18=391/1373, 10-13=391/1374 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); end vertical 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) The Fabrication Tolerance at joint 4 = 12%, joint 8 = 12% 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) Ceiling dead load (5.0 psf) on member(s). 3-4, 4-5. 7-8, 8-9. 5-20, 7-20 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 15-16 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 19=589, 12=589. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 132 lb down and 226 lb up at Joaquin Velez PE No.t18132 Joaquin MiTn Val z P No.0 18 2 34 2-0-1, and 132 lb down and 226 lb up at 24-2-8 on top chord, and 141 lb down and 274 lb up at 2-0-1, and 141 lb down and 274 lb B8p4 parka East Blvd. Tampa FL 33810 up at 24-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Data: 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). .June 14,2021 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED tr11TEK REFERENCE PAGE kill-7473 rev. 571912020 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 OW MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Vl fabdcation, 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 Des Res T24299137 J41792 A07G ATTIC GIRDER 1 1 Job Reference (optional) east VOasl 1 rues, M. h'IerCO, 1-L - J4V4b, H.43U s May 12 ZU21 Mt I eK InciustrleS, Inc. I nu Jun 1U 12:Ut3:Ub ZVZ1 Page 2 • ID:Ddwb_872wcNxjodrLlVohlzQSRq-GSog9xjjzUxGD7FNsvGtdgZS78gCRd0EfnipA4z7hY8 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 2-3=70, 3-4=80, 4-5=80, 5-6=-70, 6-7=-70, 7-8=-80, 8-9=-80, 9-10=70, 10-11=-70, 12-19=-20, 5-7=-10 Concentrated Loads (lb) Vert: 3=97(F) 9=97(F) 18=6(F) 13=6(F) It ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE N111-7473 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 building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M 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 ANSIOTP/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 ,lob Truss Truss Type Qty Ply Desai Res T24299138 J41792 A08 ATTIC 1 1 Job Reference (optional) Cast Boast truss, t•t. F'lerce, t-L - 34y4U, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 10 12:08:06 2021 Page 1 • ID:Ddwb 6?2wcNxjodrLlVohizQSRq-keACNHkLko37rHgaQcn6Al6iEY1AA3uOuRSNiWz7hY7 11.5.12 15.3.9 -1.8.6 4.0.1 7-11.2 9-7.1 12.10.15 13-1-4 14.8-12 1(1-17 18.3.0 22-2-6 28-2.8 27-10.14 1-8.6 4.0.1 3.11.7 1-7.9 1.T 1.7.8 1-7-8 0.6.1 1-7.9 3.11.8 4-0-0 1.8.6 0.6.13 1-3-14 Scale = 1:53.8 5x5 = 'Avd — 4x4 = 4x6 = 4x4 = 4x4 - 46 = 4x4 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Iner YES Code FBC2020ITP12014 CSI. TC 0.58 BC 0.86 WB 0.63 Matrix -AS DEFL. in (loc) I/deft Ud Vert(LL) -0.30 19-20 >999 240 Vert(CT) '-0.42 19-20 >732 180 Horz(CT) 0.03 16 n/a n/a Attic -0.23 19-20 533 360 PLATES GRIP MT20 244/190 Weight: 201 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-3,13-16: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 *Except* JOINTS I'Brace at Jt(s): 24 18-21: 2x6 SP SS WEBS 2x4 SP No.3 "Except" 7-9: 2x4 SP No.2, 2-23,14-16: 2x6 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (size) 23=0-7-4, 16=0-7-4 Max Horz 23=268(LC 7) Max Uplift 23=-252(LC 8), 16=252(LC 8) Max Grav 23=1571(LC 14). 16=1571(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1225/219, 3-4=-1934/284. 4-5=-1962/272, 5-7=-1841/297, 9-1 0=-1 843/297, 10-1 2=-1 959/272, 12-13=-1937/284, 13-14=-1224/219, 2-23=-1505/271, 14-16=-1505/271 BOT CHORD 20-22=-100/1134, 19-20=-76/1986, 17-19=49/1016 WEBS 3-22=-898/60, 3-20=-105/1535. 6-20=600/153, 4-6=-436/119, 7-24=-2110/296, 9-24=-2110/296, 11-19=-600/153, 11-12=-436/119, 13-19=-10511540, 13-17=-903/60, 2-22=-79/1244,14-17=-79/1244 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=1OBft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); end vertical 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 2x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chard 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) Ceiling dead load (5.0 psf) on member(s). 3-4, 4-5, 5-7, 9-10, 10-12, 12-13, 7-24, 9-24 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 19-20 10) Provide mechanfcal connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 23=252, 16=252. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1'/2" gypsum Joaquin Velez PE No881,82' MIaqu n Velene'.E No,88 8 23 SA,,I, A.i_ sheetrock be applied directly to the bottom chord. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. c.1.FLst 4' 33810 8904Pa 13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Date: June 14,2021 WARNING -Verify dosign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE rr111-7473 rev. 511912020 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is 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 ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 lob Truss Truss Type Qty Ply Desai Res T24299139 J41792 A09 ATTIC 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 Is May 12 2021 MiTek Industries, Inc. Thu Jun 1012:08:08 2021 Page 1 ID: Ddwb_872wcNxjodrLlVohl zQSRq-hl IynzlcGPJr4ayY1 gbFIB3OLovexUhLlxUm Pz7hY5 6-0-1 7-11-8 11-7-1 13-1� , 14-7-7 , 18 3-0 20.2 81. 26 2 8 27-10-14, 1-8 6 6-0-1 1-11-7 3-7-9 1 6-3 1.6-3 3-7-9 1-11-8 6-0-0 1 8 6 1x4 6x8 = 5x5 = 7x8 = 7 7x8 = 6x8 = 19 18 17 16 15 14 5x8 = 7x6 = 7x6 = 5x8 = Scale = 1:53.8 8-0.1 7-11-8 18-3-0 , 20-2-8 26-2-8 6.0-1 1-11-7 10-3-8 1-11-8 6-0 0 Plate Offsets (X,Y)— [3:0-2-0,0-3-4], [5:0-5-4,Edge], [8:0-5-4,Edge], [11:0-2-0,0-3-4], [12:0-0-0,0-6-0], [13:0-0-0,0-0-0], (15:0-2-12,Edge], [16:0-2-8,0-4-12], [17:0-2-8,0-4-121, [18:0-2-12,Edge], [22:0-0-0,0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.21 16-17 >999 240 MT20 244/190 TCD4 15.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.31 16-17 >985 180 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(CT) 0.02 14 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -AS Attic -0.18 16-17 704 360 Weight: 219 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-3,11-13: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 *Except* 15-18: 2x6 SP SS WEBS 2x4 SP No.3 *Except* 5-8: 2x4 SP No.2, 2-19,12-14: 2x6 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (size) 19=0-7-4, 14=0-7-4 Max Horz 19=274(LC 7) Max Uplift 19=-264(LC 8), 14=264(LC 8) Max Grav 19=1561(LC 14),14=1560(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1479/253, 3-4=-1671/291, 4-5=-1606/268, 5-7=-1095/240, 7-8=-1097/240, 8-10=-1604/268,10-11=-1674/291,11-12=-1478/253,2-19=-1502/287,12-14=-1502/287 BOT CHORD 18-19=-228/273, 17-18=-113/1326, 16-17=-102/1765, 15-16=-63/1222 WEBS 3-18=-902/45, 3-17=-95/1627, 6-17=696/156, 4-6=-569/128, 5-20=-638/54, 8-20=-638/54, 9-16=-695/156, 9-10=-568/127, 11-16=-103/1635, 11-15=-911/53, 2-18=-59/1317, 12-15=-59/1318 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=Bft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); end vertical 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 2x4 MT20 unless otherwise indicated. 6) This truss has been designed fora 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) Ceiling dead load (5.0 psf) on member(s). 3-4, 4-5, 8-10, 10-11, 5-20, 8-20 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 16-17 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) Joaquin Velez PE N6.68182 19=264, 14=264. MiT,Atf%Iha.,FLCOt-6634 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum 6804 Parke -East Blvd, Tampa FL 33810 sheetrock be applied directly to the bottom chord. Date: 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. June 14,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE bill-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 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 ANSIITP/f 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 glob Truss - Truss Type Qty Ply Desai Res - T24299140 J41792 A10 ATTIC 1 1 Job Reference (optional) cast Guasr I Fuss, Pt. Pierce, PL - J4`J4b, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 1012:08:09 2021 Page 1 ID:Ddwb 872wcNxjodrLIVohlzQSRq-9DsK9JmEljRiikZ951LgoWkGF13VNTSgaOg1Jrz7hY4 1-8 6 4-1 a 7-11-8 8- -1 13 1 4 18-2-8 18 -0 22-1-1 26-2-8 27-10-14 1 8 6 4-1-8 3-10-0 0- -9 5-1 4 5-1-4 0- -8 3-10-1 4-1-7 1 8 6 1x4 46 = 4x6 = 4 23 a 24 6 2x4 II 3x4 = 4x8 = 3x4 = 3x4 = 4x8 = 3x4 = 2x4 II 13-1-4 Scale = 1:51.6 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/rP12014 CSI. TC 0.34 BC 0.88 WB 0.45 Matrix -AS DEFL, Vert(LL) Vert(CT) Horz(CT) Attic in (too) I/deft Ud -0.25 13-14 >999 240 -0.34 13-14 >904 180 0.03 10 n/a n/a -0.22 13-14 557 360 PLATES GRIP MT20 244/190 Weight: 209 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except*, BOT CHORD Rigid ceiling directly applied. 12-15: 2x6 SP SS JOINTS 1 Brace at Jt(s): 22 WEBS 2x4 SP No.3 *Except* 2-17,8-10: 2x6 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (size) 17=0-7-4, 10=0-7-4 Max Horz 17=277(LC 7) Max Uplift 17=-276(LC 8), 10=276(1_C 8) Max Grav 17=1550(LC 14). 10=1550(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1202/241, 3-4=-1546/287, 4-5=2057/481, 5-6=-2057/481, 6-7=-1543/287, 7-8=-1202/241,2-17=-1485/294,8-10=-1485/294 BOT CHORD 14-16=-161/1142, 13-14=-105/1417, 11-13=-57/1000 WEBS 3-16=-893/78, 3-14=-62/687, 14-18=-66/298, 4-18=-40/328, 7-13=66/693, 7-11=-899/78, 2-16=-106/1183,8-11=10611183, 13-19=66/298, 6-19=-401327, 5-22=-352/138, 4-22=-246/956, 6-22=246/956 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=lbdit; L=70ft; eave=8ft; Cat. 11; Exp B; Encl., GCpl=0.18; MWFRS (directional); end vertical 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Ceiling dead load (5.0 psf) on member(s). 18-22, 19-22 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 13-14 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 17=276, 10=276. 10) This truss design requires thaf.a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Joaquin Velez PE No.88182 - 6aqu`USAlez l N6.61iL.Cert 8834 8604 Perkq East Blvd, TarrI 33610 Data: June 14,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED f 11TEK REFERENCE PAGE Mll-7473 rov. 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 Is 'stability MiTek' always required for and to prevent 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 Bost Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 b Truss Truss Type Qty Ply Desai Res T24299141 41792 �Jo A11 ATTIC 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 10 12:08:11 2021 Page 1 ID: Ddwb_8?2wcNxjodrLlVohl zQSRq-5cz5Q?nUZKhQx2jXDANItxpURZkfrGv71 i98Njz7hY2 •1-8.6 4-1-8 7-11-8 10-0-1 16-1-11 16 -8 18-3•0 22-1.2 - 26.2.1 27.10-14 1.8.6 4.1-6 3.10.0 2.0.9 6-1.10 0- -13 2.0.6 3.10-0 4.1.8 1-8.8 1x4 6.00 FIT 6x6 = 6x8 zZ 2x4 11 4x4 = 4x6 = 3x4 = 3x4 = 4x6 = 4x4 = 2x4 11 7-11-8 , 10-0-1 Scale = 1:53.2 1x4 II 4= I-,OADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPl2014 CSi. TC 0.87 BC 0.84 WB 0.83 Matrix -AS DEFL. Vert(LL) Vert(CT) Horz(CT) Attic in (loc) I/defl Lid -0.37 16-17 >834 240 -0.50 16-17 >617 180 0.03 13 n/a n/a -0.25 16-17 503 360 PLATES GRIP MT20 244/190 Weight: 208 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid celling.directly applied. 15-18: 2x6 SP SS JOINTS 1 Brace at Jt(s): 25, 26 WEBS 2x4 SP No.3 *Except* 5-17,8-16: 2x4 SP No.2, 2-20,11-13: 2x6 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (size) 20=0-7-4, 13=0-7-4 Max Harz 20=308(LC 7) Max Uplift 20=-276(LC 8), 13=276(LC 8) Max Grav 20=1552(LC 14), 13=1552(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1214/243, 3-5=-1528/281, 5-6=1264/286, 6-7=-1231/289, 7-8=-1269/287, 8-10=-1531/282,10-11=-1214/242,2-20=-14921294,11-13=-1492/294 BOT CHORD 19-20=-270/260, 17-19=-162/1191, 16-17=-82/1393, 14-16=-33/1021 WEBS 3-19=-910/80, 3-17=69/582, 17-21=23/391, 5-21=-31/343, 16-22=-21/394, 8-22=-31/343, 10-16=-73/590, 10-14=920/81,2-19=-114/1234, 11-14=-114/1233 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); end vertical 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Ceiling dead load (5.0 psf) on member(s). 21-25, 25-26, 22-26 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 16-17 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 20=276, 13=276. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 11) ATTIC SPACE SHOWN IS DESIGNED AS'UNINHABITABLE. ,Joaquin VefezPE N6:681l 2 mrik U9A, Inc. FL Ceit;0834 6604 Perk; East Blvd. Tampa FL. 33610 Date: June 14,2021 ® WARNING - Verity dosign 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 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 ANSIMPN Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety/nformat/on available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610 obTruss Truss Type QtyPlyDesai Res T24�J' 41792 Al2G HIP GIRDER 1 Job Reference (optional) East Coast Truss, -. Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 10 12:08:12 2021 Page 1 ID: Ddwb-872wcNxjodrLlVohl zQSRq-ZoXTdLo6KepGZC lkntuXQ8MpSz3lamoGGMvhvAz7hY1 51i 12 10-10-0 15-4-9 20-7-12 26-2-8 5 8-12 5-3-4 4-6-9 5-3-4 5�-12 6x8 = Bx8 = 5x8 3x4 11 4x4 = 4x6 = 3x8 = 3x4 = 2x4 11 3x4 = 4x6 = 5E-12 10-10-0 15 4-9 20-7-12 26-2-8 5-6-12 5-3 4 4 6-9 5-3-4 5 6-12 Scale = 1:54.4 Plate Offsets (X,Y)— 13:0-5-4,0-3-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.06 12-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.10 12-13 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.66 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 498 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x8 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 ac bracing. 1-14,6-7: 2x6 SP No.3 REACTIONS. (size) 14=0-7-4, 7=0-7-4 Max Horz 14=-286(LC 6) Max Uplift 14=-426(LC 8), 7=493(1_C 8) Max Grav 14=3123(LC 2). 7=2653(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3102/498, 2-3=-2984/610, 3-4=2303/610, 4-5=-2699/625, 5-6=-2614/546, 1-14=-2918/440, 6-7=-2480/483 BOT CHORD 13-14=-223/296, 12-13=-337/2659, 10-12=-271/2567, 8-10=-302/2226 WEBS 2-13=-757/199, 3-12=-66/1476, 3-10=762/267, 4-10=-98/633, 5-10=-267/198, 5-8=-696/154, 1-13=-319/2859, 6-8=362/2389 NOTES- 1) 2-ply truss to be connected together with 1Od (0.131"4") 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 Do. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 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; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); end vertical 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 to the use of this truss component. 6) Provide adequate drainage to prevent water ponding. Joaquin Velez PE N6;681liz MIT&USA Int. PL.Cert,1183¢: 38(I4;Park4aat t31vd Temf3A;F.L 33610 Date: - Continued on page 2 Julie 14,2021 WARNING - Verity dosign parameters and READ NOTES ON THIS AND INCLUDED 11ITEK REFERENCE PAGE kill-7473 row. 5719l2020 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 stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/f quality Criteria, OSS-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 ob Truss Truss Type Qty Ply Desai Res T24299142 J41792 At2G HIP GIRDER 1 2 Job Reference (optional) East (;oast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 10 12:08:12 2021 Page 2 ID: Ddwb_8?2wcNxjodrLIVohl zQSRq-ZoXTdLo6KepGZClkntuXQBMpSz3lamoGGMvhvAz7hY1 NOTES- 7) N/A 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 fd between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except (jt=lb) 14=426, 7=493. 11) Girder carries tie-in span(s): 5-0-0 from 10-7-10 to 26-2-8; 5-0-0 from 0-0-0 to 26-2-8 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 239 lb down at 1-8-8, 239 lb down at 3-8-8, 239 lb down at 5-8-8, and 239 lb down at 7-8-8, and 1202 lb down at 9-7-10 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 (pif) Vert: 1-3=-124(F=54), 3-4=124(F=-54), 4-6=124(F=-54), 14-19=-20, 7-19=-74(F=-54) Concentrated Loads (lb) Vert: 13=-51(B) 15=-51(B) 16=-51(B)17=-51(B) 18=-313(8) ®WARNING - Verify dosign parameters and READ NOTES ON THIS AND INCLUDED lAITEK REFERENCE PAGE N111-7473 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 propedy Incorporate lhIs 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 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 "lob Truss Truss Type Qty Ply Desgi Res T24299143 J41792 A13G ATTIC 1 n L Fast Coast Tnlss Ft Piarcra FI _ aeaea Job Reference (optional) __-._-____, ....v.Yuw a may IG Luz 1 Ivil r vK luusuIC6, Inu. Mu Jun IV IL:06:13 2021 rage -I ' ID:Ddwb_8?2wcNxjodrLlVohlzQSRq-1_5rrgpk5xx7BMtwKbQmyMupjMTAJ9YQVOeFScz7hYO 1 6-1-5 9-7 8 13-1-4 14-3-4 18-11-0 20-1 4 25-7-4 6-1-5 3 6-3 3-5-12 1-2-0 4-_-12 1-2 4 5-6-0 6x8 = Scale: 3/16"=1' 6.00 12 3x6 = 6 , 3x6 = 410 II 5 7 6x8 i 4 26 3x12 II 4x6 3 tx4 II 8 4x6 2 6 9 x8 10 5x8 i 5x8 1 11 g-0-0 7x8 = 7x8 — 2x4 II — 4x4= ' 17 o I 25 27 28 24 29 23 21 20 18 15 14 13 12 3x4 II 5x10 = 2x4 11 4x6 = 6x6 = 2x4 II 3x4 II 4xB = 4x6 = 5x12 = 6-1-5 9-7-8 18-11-0 20-1-4 25-7-4 6-1-5 3 6 3 9-3-8 1-2� 5�-0 Plate Offsets (X,Y)— [4:0-7-9,Edae] [16:0-240-3-12] [22:0-2-8 0-4-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.12 19-22 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.65 , Vert(CT) -0.19 19-22 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(CT) 0.03 12 n/a n/a BCDL 10.0 Code FBC2020rTP12014 Matrix -MS Attic -0.04 16-22 2523 360 Weight: 553 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x8 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-9 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 13-16,1-24,22-24,5-7: 2x4 SP No.2, 1-25,11-12: 2x6 SP No.3 JOINTS 1 Brace at Jt(s): 19, 17, 26 REACTIONS. (size) 25=0-7-4, 12=Mechanical Max Horz 25=-200(LC 6) Max Uplift 25=-452(LC 8), 12=533(LC 8) Max Grav 25=4770(LC 2), 12=4822(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4897/511, 2-4=-5100/641, 4-5=3877/582, 5-6=-111/386, 1-25=-4499/468, 11-12=-4528/515, 6-7=-271/56, 7-8=-4384/605, 8-9=-5231/638, 9-11=-4473/523 BOT CHORD 24-25=-124/279, 23-24=-276/4523, 20-23=-278/4342, 18-20=-430/5362, 14-18=-408/3272, 13-14=-407/3334, 19-22=-1948/125, 17-19=-1948/125, 16-17=-1693/196 WEBS 2-24=-1902/245, 2-22=-237/535, 22-23=-19/1454, 4-22=188/2398, 14-16=21/482, B-16=-201/1921, 13-16=-82/2226, 9-13=-2981/150, 1-24=357/4515, 11-13=393/4261, 22-24=-387/1224, 9-16=-255/1309, 19-20=-620/21, 20-22=-245/3244, 16-1 8=1 30/3403, 17-18=-972/34, 17-20=-294/1222, 5-26=-4511/665, 7-26=-4511/665, 6-26=67/595 NOTES- 1) 2-ply truss to be connected together with IOd (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 - 2 rows staggered at 0-6-0 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=6.Opsf; BCDL=4.0psf; h=18ft; B=108ft; L=70ft; eave=Bft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. Continued on page 2 Joaquin VelezPE'No,68182 M]T•eflUSA, hri . FL.Ceit;6634 6964 Parke,Eaet Blvd. Tampa FL 33610 Data; June 14,2021 WARNING - Vady 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 MiTekO connectors. This design Is based any upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANS11nolf Quality Crlterla, 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 Tamps, FL 36610 Truss Truss Type Qty Ply Desai Res T24299143 Jo J41792 Al3G ATTIC 1 2 Job Reference o tional . test uoast I russ, Ft. Pierce, FL-34945, NOTES- 6) N/A 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 10 12:08:13 2021 Page 2 ID:Ddwb 872wcNxjodrLlVohizQSRq-1 5rrgpk5xx7BMtwKbQmyMupjMTAJ9YQVOeFScz7hYO 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) Ceiling dead load (5.0 psf) on member(s). 4-5, 5-26, 7-26, 7-8 10) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room, 19-22, 17-19, 16-17 11) Refer to girder(s) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 25=452, 12=533. 13) Load case(s) 2, 12, 13, 14, 15, 16, 17, 20, 21 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 14) Girder carries tie-in span(s): 5-0-0 from 9-10-0 to 25-7-4; 5-0-0 from 0-0-0 to 25-7-4 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 239 lb down at 1-8-8, 239 lb down at 3-8-8, 239 lb down at 5-8-8, and 239 lb down at 7-8-8, and 1202 lb down at 9-9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 16) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=135(F=65), 4-5=145(F=65), 5-6=135(F=-65), 23-25=-20, 12-23=85(F=65), 16-22=-85(F=65), 5-7=-10, 6-7=-135(F=-65), 7-8=-145(F=-65), 8-11=-135(F=-65) Concentrated Loads (lb) Vert: 24=-51(F) 23=313(F) 27=-51(F) 28=-51(F) 29=-51(F) 2) Dead + 0.75 Roof -Live (balanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) 4 Vert: 1-4=161(F=101), 4-5=-171(F=101), 5-6=-161(F=-101), 23-25=20, 12-23'-121(F=-101), 16-22=181(F=101), 5-7=10, 6-7=-161(F=-101), 7-8=-171(F=-101) , 8-11=-161(F=-101) Concentrated Loads (lb) Vert: 24=-192(F) 23=980(F) 27=-192(F) 28=-192(F) 29=192(F) 12) Dead +Attic Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=-123(F=93), 4-5=133(F=93), 5-6=123(F=-93), 23-25=-20, 12-23=113(F=93), 16-22=-193(F=-93), 5-7=-10, 6-7=-123(F=-93), 7-8=-1 33(F=93) , 8-11 =-1 23(F=-93) Concentrated Loads (lb) Vert: 24=-239(F) 23=1202(F) 27=-239(F) 28=239(F) 29=239(F) 13) Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=123(F=93), 4-5=133(F=93), 5-6=-123(F=-93), 23-25=-20, 12-23=-113(F=-93), 16-22=-193(F=-93), 5-7=-10, 6-7=-123(F=-93), 7-8=133(F=93), 8-11=-123(F=-93) Concentrated Loads (lb) Vert: 24=-239(F) 23=1202(F) 27=-239(F) 28=239(F) 29=239(F) 14) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) Vert: 1-4=187(F=113), 4-5=197(F=113), 5-6=-187(F=-113), 23-25=20, 12-23=-133(F=-113), 16-22=-193(F=113). 5-7=-10, 6-7=-163(F=-113), 7-8=-173(F=113), 8-11=-163(F=-113) Horz: 1-6=26(F=13), 6-11=3(F=13) 15) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor+ 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-4=163(F=113), 4-5=173(F=113). 5-6=-163(F=-113), 23-25=20, 12-23=-133(F=-113). 16-22=193(F=113), 5-7=-10, 6-7=-187(F=-113), 7-8=197(F=113), 8-11=-187(F=-113) Horz: 1-6=3(F=13). 6-11=26(F=13) 16) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor+ 0.75(0.6 MWFRS Wind (Neg. Int) i st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-4=-174(F=113), 4-5=184(F=113), 5-6=-174(F=-113), 23-25=-20, 12-23=-1 33(F=-1 13), 16-22=193(F=113). 5-7=-10, 6-7=-174(F=-113). 7-8=184(F=113), 8-11=-174(F=-113) Horz: 1-6=14(F=13), 6-11=14(F=13) 17) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) Vert: 1-4=-174(F=-113), 4-5=184(F=-113), 5-6=-174(F=-113). 23-25=-20, 12-23=-133(F=-113). 16-22=-193(F=-113), 5-7=-10, 6-7=-174(F=-113). 7-8=-184(F=113), 8-11=-174(F=-113) Horz: 1-6=14(F=13), 6-11=-14(F=13) 20) 3rd Dead + 0.75 Roof Live (unbalanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=161(F=101), 4-5=171(F=101), 5-6=-161(F=-101), 23-25=20, 12-23=-121(F=101), 16-22=181(F=101), 5-7=-10, 6-7=-131(F=-101), 7-8=141(F=101), 8-11=-131(F=-101) Concentrated Loads (lb) Vert: 24=-192(F) 23=980(F) 27=-192(F) 28=192(F) 29=192(F) 21) 4th Dead + 0.75 Roof Live (unbalanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Continued on page 3 ,® 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 verity the.appllcability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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 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 lob ' Truss Truss Type Qty Ply Desai Res T24299143 J41792 Al3G ATTIC 1 A L Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 10 12:08:13 2021 Page 3 ID: Ddwb_8?2wcNxjodrLIVohl zQSRq-1 5rrgpk5xx7BMtwKbQmyMupjMTAJ9YQV0eFScz7hY0 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4=131(F=1101), 4-5=141(F=101), 5-6= 131(F=-101), 23-25=20, 12-23=-121(F=-101), 16-22=181(F=101), 5-7-10, 6-7=-161(F=101), r 7-8=-171'(F= 101), 8-11=161(F=101) Concentrated Loads (lb) Vert: 24=-192(F) 23= 980(F) 27=-192(F) 28=-192(F) 29=-192(F) ®WARNING - Verify design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE kill-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 MOWIs always required for stability and to prevent 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-99 and BCS/ Building Component - 6904 Parka East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 rib Truss Truss Type Qty Ply Desai Res T24299144 J41792 A14 ATTIC 2 1 Job Reference o tional cam wool Iuoo, rl. ( Ul—, rL-04V40, 1x4 U.4JU s ID:Ddwb_872wcNxiodi 6.00 12 6x8 = 3Y6 _ 7 iz LUZI mi I eK Inclustrles, Inc. I nu Jun 1U iz:uu:1 b zuzi rage 1 h1 zOSRq-zNDcFMr?dZCrQf01S?SE 1 nzF4ACVn6ijyK7LWVz7hY 8,11,12 21-11-8 , 25-8-0 25 24 23 21 20 18 15 14 13 12 2x4 II 48 = 1x4 II 3x4 = 4x4 = 1x4 II 4x8 = 2x4 II 4x8 = 3x4 = Scale=1:63.4 4-2-2 8-0-13 9-8� 18-11-12 21-11-8 25-8-0 4' 2-2 r 3-10-10 1-7-7 9-3-6 2-11-12 3- Plate Offsets (X,Y)-- [4:0-4-0,Edgel, [16:0-2-8,0-4-41 [22:0-2-4 0-4-81 LOADING (psf) 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) -0.07 19 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.13 18-20 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.72 Horz(CT) 0.03 12 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -AS Attic -0.03 16-22 3980 360 Weight: 238 lb FT = 20% LUMBER - TOP CHORD 2x8 SP No.2 *Except* 10-11.1-4: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 16-22: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 22-24,13-16,6-8: 2x4 SP No.2 OTHERS 2x4 SP No.2 ti REACTIONS. (size) 25=Mechanical, 12=Mechanical Max Horz 25=205(LC 7) Max Uplift 25=-242(LC 8), 12=164(LC 8) Max Grav 25=1591(LC 14), 12=1561(LC 15) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. JOINTS 1 Brace at Jt(s): 19, 17, 27 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1261/180, 3-5=-1660/219, 5-6=1344/251, 8-9=-1481/242, 9-1 0=-1 6781196, 10-11=-1179/143, 2-25=-1560/254, 11-12=-1520/175 BOT CHORD 23-24=-160/1202,20-23=-169/1200,18-20=0/1523,14-18=-150/771,13-14=-142/785, 19-22=-468/107, 17-19=-468/107, 16-17=-268/263 WEBS 3-24=-726/96, 3-22=0/472, 5-22=01478, 9-16=29/380, 10-16=6/727, 10-13=-11031108, 11-13=-112/1328,2-24=-95/1326,20-22=0/1024,16-18=0/1205,22-24=-89/304, 13-16=-125/803, 19-20=-321/0, 17-18=380/27, 17-20=189/426, 6-27=-1641/293, 8-27=-1641/293 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 5-6, 8-9, 6-27, 8-27 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 19-22, 17-19, 16-17 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=lb) 25=242, 12=164. 10) Load case(s) 2, 12, 13, 14, 15, 16, 17, 20, 21 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 11) This truss design requires that a minimum of 7/16" structural woad sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquih Vetez PE MOA8182 MiTA LISA rim FL:Cdrt,6634 6904Pat6 East Blvd. Tampa Fill. 33810 Data; June 14;2021 w ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,1II-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 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 ANS11TP/1 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 Truss Truss Type Qty Ply Desal Res ` T24299144 Jo J41792 A14 ATTIC 2 1 Job Reference (optional) . Cast Coast Truss, Ft. rterce, t•L - 34V46, NOTES- 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 8.430 s May 12 2021 MTek Industries, Inc. Thu Jun 10 12:08:15 2021 Page 2 ID:Ddwb 8?2wcNxjodrLIVohizQSRq-zNDcFMr?dZCrQf01S?SE1nzF4ACVn6ijyK7LVWz7hY_ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-2=70, 2-5=-7b, 5-6=-80, 6-7=70, 7-8=-70, 8-9=-80, 9-11=-70, 12-25=-20, 16-22=-20, 6-8=-10 2) Dead + 0.75 Roof Life (balanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=60, 2-5=60, 5-6=70, 6-7=60, 7-8=-60, 8-9=-70, 9-11=-60, 12-25=20, 16-22=-80, 20-22=-30, 6-8=10 12) Dead + Attic Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-2=30, 2-5=-30, 5-6=40, 6-7=-30, 7-8=-30, 8-9=-40, 9-11=-30, 12-25=-20, 16-22=-100, 20-22=40, 6-8=-10 13) Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-2=30, 2-5=30, 5-6=40, 6-7=30, 7-8=-30, 8-9=40, 9-11=-30, 12-25=20, 16-22=-100, 20-22=40, 6-8=10 14) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor+ 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) Vert: 1-2=68, 2-5=73, 5-6=83, 6-7=73, 7-8=-50, 8-9=-60, 9-11=-50, 12-25=20, 16-22=-80, 20722=-30, 6-8=10 Horz: 1-2=8, 2-7=13, 7-11=10 15) Dead + 0.75 Roof Live (bat.) + 0.75 Attic Floor+ 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=45, 2-5=-50, 5-6=60, 6-7=50, 7-8=-73, 8-9=-83, 9-11=-73, 12-25=-20, 16-22=-8Q, 20-22=-30, 6-8=-10 Horz: 1-2=15, 2-7=10, 7-11=-13 16) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 1 at Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=55, 2-5=61, 5-6=71, 6-7=61, 7-8=-61, 8-9=-71, 9-11=-61, 12725=20, 16-22=-80, 20-22=-30, 6-8=10 Horz: 1-2=-5, 2-7=1, 7-11=1 17) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=55, 2-5=61, 5-6=71, 6-7=61, 7-8=-61, 8-9=-71, 9-11=-61, 12-25=20, 16-22=-80, 20-22=-30, 6-8=10 Horz: 1-2=5, 2-7=1, 7-11=1 20) 3rd Dead + 0.75 Roof Live (unbalanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-60, 2-5=60, 5-6=70, 6-7=60, 7-8=-30, 8-9=-40, 9-11=-30, 12-25=20, 16-22=-80, 20-22=-30, 6-8=10 21) 4th Dead + 0.75 Roof Live (unbalanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plfj Vert: 1-2=-30, 2-5=30, 5-6=40, 6-7=-30, 7-8=-60, 8-9=-70, 9-11=-60, 12-25=-20, 16-22=-80, 20-22=-30, 6-8=10 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED I71TEK REFERENCE PAGE till-7473 rev. 511912020 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 prop edy 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/TP11 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 Truss Truss Type Qty Ply Desai ResT24299145 �ob 41792 B01G ATTIC GIRDER 1 1 Job Reference (optional) test t;oast I cuss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 10 12:08:16 2021 Page 1 • ID:Ddwb 892wcNxjodrLlVohizQSRgSZn_TirdOsKi2pbVOjzTa_WJAaQNWYBsB_tvlxz7hxz 16.11-6 20-6-11 -1-7-10 5-5.7 10-4-5 16-3-4 1 -3.11 17-9- 19.8.8 2 -2 24.6-12 2B-11-9 31.3.0 1.7-10 5.5.7 4.10-15 4.10.15 •0.7 10. -10' 3-4.6 4-4-13 2-3.7 0.7-11 1-10-15 0-7-11 Scale = 1:68.9 6xB = 1x4 6.00 12 3x6 = P-Imn r 48 = 3x6 II 48 - 4x6 = 1x4 II 2x4 II 6x6 = 1x4 II 6x8 = 3x4 II 4x8 = 3x4 = - -. 5-5-7 10-4-5 15-3-4 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020/TPI2014 CSI. TC 1.00 BC 1.00 WB 0.83 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Attic in (loc) I/deft L/d -0.22 22-24 >999 240 -0.48 22-24 >77,9 180 0.11 12 n/a n/a 0.08 16-21 1406 360 PLATES GRIP MT20 244/190 Weight: 267 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x8 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 10-11: 2x6 SP No.2, 1-4: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 3-24, 4-21 2-23: 2x4 SP No.1, 16-21: 2x6 SP No.2 JOINTS 1 Brace at Jt(s): 19, 17 WEBS 2x4 SP No.3 *Except* 5-22,6-8,21-24,13-16: 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS, (size) 12=Mechanical, 2=0-8-0 Max Horz 2=-234(LC 6) Max Uplift 12=-249(LC 8). 2=581(LC 8)' Max Grav 12=2071(LC 31), 2=2915(LC 30) FORCES. (lb) - Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5757/1026, 3-4=-3850/641, 4-5=2591/389, 5-6=-1969/356, 6-7=-42/651, 7-8=-1,1/399, 8-9=2308/386, 9-10=2601/332, 10-11=-901/102, 11-12=-20261245 BOT CHORD 2-25=-1019/5197, 24-25=-1019/5197, 22-24=-518/3040, 20-22=-530/3064, 15-20=-7/1629, 14-15=5721593, 13-14=-521/600, 19-21=-551/33, 17-19=-551/33, 16-17=237/912 WEBS 3-25=-26911543, 3-24=-2003/519, 4-24=-224/1092, 4-21=1574/414, 5-21 =1 04/1177, 6-8=-2805/451,9-16=-44/477,10-16=-153/1510,10-13=22501306,11-13=-242/2152, 21-24=501662, 13-16=-26111369, 19-20=-31710, 15-17=698/67, 15-16=-116/2026, 20-21=-826/605, 17-20=-240/1301 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cal. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate -drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Ceiling dead load (5.0 psf) on member(s). 5-6, 8-9, 9-10, 6-8 B) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 19-21, 17-19, 16-17 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) Velez PIE Joaquih'Vel'No;88182 0l. 6. 12=249,2=581. MiTek USAline:E it,8834 11) Load case(s) 2, 12. 13, 14, 15, 16, 17, 20, 21, 30. 31, 32, 33 has/have been modified. Building designer must review loads to verify 6904 Parke. East Blvd..Tampa FL 33610 that they are correct for the intended use of this truss. Date: Continued on page 2 June 14,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED t 11TEK REFERENCE PAGE 1,111-7473 rov. 5/1912020 BEFORE USE. " Design valid for use onlywith MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 ANSUTP11 Quality Criteria, DSS-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Jab Truss Truss Type Qty Ply Desai Res T24299145 J41792 B01G ATTIC GIRDER 1 1 Job Reference (optional) tea„ w- uas, r,. rarcv, rL - oyayo, 8.430 s May 12 ZU21 MiTek Industries, Inc. Thu Jun 1012:08:17 2021 Page 2 NOTES - ID: Ddwb_8?2wcNxjodrLlVohl zQSRq-wm LMg2sF8ASZfzAhZQ Ui6C3Uw_IcF?Q?QecSaNz7hXy - 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 221 lb down and 190 lb up at 4-10-8 on top chord, and 199 lb down and 71 lb up at 4-10-8, and 1329 lb down and 279 lb up at 5-64 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) ATTIC SPACE SHOWN I$ DESIGNED AS UNINHABITABLE. 14) 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=70, 5-6=80, 6-7=70, 7-8=70, 8-10=-80, 10-11=-70, 12-27=20, 6-8=-10, 16-21=-20 Concentrated Loads (lb)' Vert: 25=-1240(F) 30=66(F) 31=-176(F) 2) Dead + 0.75 Roof Live (balanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-60, 5-6=-70, 6-7=-60, 7-8=60, 8-10=-70, 10-11=-60, 12-27=20, 6-8=-10. 16-21=-80 Concentrated Loads (lb) Vert: 25=-1329(F) 30=56(F) 31=-153(F) 12) Dead + Attic Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-5=30, 5-6=40, 6-7=30, 7-8=30, 8-10=40, 10-11=-30, 12-27=20, 6-8=-10, 16-21=-100 Concentrated Loads (lb) Vert: 25=-1002(F) 30=-26(F) 31=-85(F) 13) Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-5=30, 5-6=40, 6-7=30, 7-8=30, 8-10=40, 10-11=-30, 12-27=20, 6-8=-10, 16-21=-100 Concentrated Loads (lb) Vert: 25=-1002(F) 30=26(F) 31=-85(F) 14) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) e Vert: 1-2=-68, 2-5=73, 5-6=83, 6-7=73, 7-8=-50, 8-10=-60, 10-11=61, 12-27=-20, 6-8=-10, 16-21=-80 Horz: 1-2=8, 2-7=13, 7-10=10 Concentrated Loads (lb) Vert: 25=140(F) 30=142(F) 31=52(F) 15) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=45, 2-5=50, 5-6=60, 6-7=50, 7-8=-73, 8-10=-83, 10-11=61, 12-27=-20, 6-8=-10, 16-21=-80 Horz: 1-2=15, 2-7=10, 7-10=-13 Concentrated Loads (lb) Vert: 25=140(F) 30=86(F) 31=52(F) 16) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 1 at Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=55, 2-5=61, 5-6=71, 6-7=61, 7-8=-61, 8-10=-71, 10-11=61, 12-27=-20, 6-8=-10, 16-21=-80 Horz: 1-2=5, 2-7=1, 7-10=1 Concentrated Loads (lb) Vert: 25=140(F) 30=1 12(F) 31 =52(F) 17) Dead + 0.75 Roof Live (bat.) + 0.75 Attic Floor+ 0.75(0.6 MWFRS Wind (Neg: Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=55, 2-5=61, 5-6=71, 6-7=61, 7-8=-61, 8-10=-71, 10-11=61, 12-27=-20, 6-8=-10, 16-21=-80 Horz: 1-2=5, 2-7=1, 7-10=1 Concentrated Loads.(Ib) Vert: 25=140(F) 30=1 12(F) 31=52(F) 20) 3rd Dead + 0.75 Roof Live (unbalanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-60, 5-6=-70, 6-7=60, 7-8=30, 8-10=-40, 10-11=-30, 12-27=-20, 6-8=-10. 16-21=-80 Concentrated Loads (lb) Vert: 25=-1329(F) 30=56(F) 31=-153(F) 21) 4th Dead + 0.75 Roof Live (unbalanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=30, 5-6=40, 6-7=30, 7-8=60, 8-10=-70, 10-11=-60, 12-27=20, 6-8=-10, 16-21=-80 Concentrated Loads (lb) Vert: 25=-1329(F) 30=-128(F) 31=-153(F) 30) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg, Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=68, 2-5=73, 5-6=83, 6-7=73, 7-8=50, 8-10=-60, 10-11=61, 12-27=-20, 6-8=-10, 16-21=-80 Horz: 1-2=8, 2-7=13, 7-10=10 Concentrated Loads (lb) Vert: 25=-1165(F) 30=59(F).31=-181(F) 31) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor+ 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=45, 2-5=50, 5-6=60, 6-7=50, 7-8=-73, 8-10=-83, 10-11=61, 12-27=-20, 6-8=-10, 16-21=-80 Horz: 1-2=15. 2-7=10. 7-10=-13 Concentrated Loads (lb) Vert: 25=-1165(F) 30=109(F) 31=-181(F) Continued on page 3 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 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 only. Additional temporary and permanent bracing uMiTek' 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 Crlterla, 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 Desai Res T24299145 J41792 B01G ATTIC GIRDER 1 1 Job Reference (optional) r:asr uoasi i russ, m. rlerce, I-L - 44b4b, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 10 12:05:17 2021 Page 3 ID: Ddwb_8?2wcNxjodrLIVohl zQSRq-wmLMg2sFBASZfzAhZQUi6C3Uw_IcF?Q?QecSaNz7hXy LOAD CASE(S) Standard 32) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 1 st Parallel): allel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=55, 2-5=61, 5-6=71, 6-7=61, 7-8=-61, 8-10=-71, 10-11=61, 12-27=-20, 6-8=-10. 16-21=-80 Horz: 1-2=5, 2-7=1, 7-10=1 Concentrated Loads (lb) Vert: 25=-1165(F) 30=83(17) 31=-181(F) 33) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor+ 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=55, 2-5=-61, 5-6=71, 6-7=61, 7-8=-61, 8-10=-71, 10-11=61, 12-27=-20, 6-8=-10, 16-21=-80 Horz: 1-2=-5, 2-7=1, 7-10=-1 Concentrated Loads (lb) Vert: 25=-1165(F) 30=83(F) 31=-181(F) ® 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 MTekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrcatlon, 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 6904 Parke East Blvd. Tampa, FL 36610 Truss Type Qty Ply Desai Res �J'ob TBrO2ss T24299146 41792 ATTIC 1 1 Job Reference o lional East coast i russ, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 1012:08:18 2021 Page 1 ID:Ddwb 872wcNxjodrLlVohlzQSRq-OyukuOttvUaQH7lt787xfPbhcN9w_QE9flM06pz7hXx 16-11.6 21-2.6 -1.7.10 5.5.7 10-4-5 15-3.4 1 -3.11 18.9.0 20-6-11 24.E-12 26-11-9 31-3.0 1.7-10 5.5-7 410.15 4-10.1b -0-7 1-9-10 1.9.10 3.4-6 2.4-13 4-3.7 1x4 6x8 = 6.00 12 3x6 = 6-10-0 4x4 = 1x4 II 4x8 = 3x4 = 1x4 II 2x4 II 7x6 = 1x4 II 6x8 = 3x4 II 4x6 = , 3x4 = Scale = 1:68.3 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020/TPI2014 CSI. TC 0.87 BC 0.74 WB 0.92 Matrix -AS DEFL. Vert(LL) Vert(CT) Horz(CT) Attic in (loc) I/deft Lid -0.17 19-21 >999 240 -0.35 22-24 >999 180 0.08 12 file n/a -0.05 16-21 2056 360 PLATES GRIP MT20 244/190 Weight: 265 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x8 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 10-11,1-4: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at mldpt 11-12, 10-13 16-21: 2x6 SP No.2 JOINTS 1 Brace at Jt(s): 26, 17, 19 WEBS 2x4 SP No.3 *Except* 6-8,21-24,13-16: 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (size) 12=Mechanical, 2=0-8-0 Max Horz 2=241(LC 8) Max Uplift 12=-206(LC 8), 2=281(LC 8) Max Grav 12=2000(LC-14), 2=1852(LC 14) FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3422/394, 3-4=-2970/353, 4-5=-2358/266, 5-6=-1828/270, 6-7=-30/281, 8-9=-2115/282, 9-10=-2384/230, 10-11 =-1 384/129, 11-12=-1948/218 BOT CHORD 2-25=-487/3147, 24-25=-487/3147, 22-24=-322/2294, 20-22=-331/2304, 15-20=0/1900, 14-15=-234/492, 13-14=-199/512, 19-21=-692/20, 17-19=692/20, 16-17=191/568 WEBS 3-24=-504/153, 4-24=-33/338, 4-21=830/227, 5-21=-16/968, 6-26=-2276/280, 8-26=-2276/280, 9-16=-7/573, 10-16=85/1175, 10-13=23871257, 11-13=-210/2278, 7-26=-18/315, 21-24=-31/594, 13-16=141/1530, 15-17=639/21, 19-20=-450/0, 20-21=-364/906, 15-16=0/1893, 17-20=-125/896 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=6.Opsf; BCDL=4.Opsf; h=1 Bft; B=108ft; L=70ft; eave=Bft; Cat. 11; Exp B; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Ceiling dead load (5.0 psf) on member(s). 5-6, 8-9. 9-10, 6-26, 8-26 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 19-21. 17-19, 16-17 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) 1 2=281. Joaquin Velez PE No.68162 MiTek USA„Ine:;.FVCert 8,834, ad case(s) 11) Load cases) 2, 12, 13, 14, 15, 16, 17, 20, 21 has/have been modified. Building designer must review loads to verify that they are 6904 Parke East Blvd. Tampa F.L 33610Date: correct for the intended use of this truss. Continued on page 2 June 14,2021 ® WARNING - Verify design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE kill-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 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 SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 ob -Truss Truss Type Qty Ply Desal Res �J' 41792 ATTIC 1 1 Job Reference o tional ' �aa...% a usa, rn. rrnrcn, rL - ayaao, 6.430 s May 12 ZU21 MTeK Inoustries, Inc. Thu Jun 10 12:06:18 2021 Page 2 NOTES - ID: Ddwb_872wcNx)odrLlVohi zQSRq-OyukuOttvUaQH7lt787xfPbhcN9w_QE9fIM06pz7hXx 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=70, 5-6=80, 6-7=70, 7-8=70, 8-10=-80, 10-1 1=-70,12-28=20, 6-8=-10, 16-21=-20 2) Dead + 0.75 Roof Live (balanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-60, 5-6=70, 6-7=60, 7-8=-60, 8-10=-70, 10-11=-60, 12-28=20, 6-8=-10, 16-21=-110 1t) Dead +Attic Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pif) Vert: 1-5=30, 5-6=-40, 6-7=30, 7-8=30, 8-10=-40, 10-11=-30, 12-28=20, 6-8=-10. 16-21=-140 13) Dead: Lumber Increase=1.00,_Plate Increase=1.00 Uniform Loads (plf) Vert: 1-5=30, 5-6=-40, 6-7=30, 7-8=30, 8-10=40, 10-11=-30, 12-28=-20, 6-8=-10, 16-21=-140 14) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor+ 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=68, 2-5=73, 5-6=83, 6-7=73, 7-8=-50, 8-10=-60, 10-11=61, 12-28=-20, 6-8=-10. 16-21=-110 Horz: 1-2=8, 2-7=13, 7-10=10 15) Dead + 0.75 Roof Live (bat.) + 0.75 Attic Floor+ 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-45, 2-5=50, 5-6=60, 6-7=50, 7-8=73, 8-10=-83, 10-11=61, 12-28=-20, 6-8=-10, 16-21=-110 Horz: 1-2=15, 2-7=10, 7-10=-13 16) Dead + 0.75 Roof Live (bat.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 1 st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) ' Vert: 1-2=55, 2-5=61, 5-6=-71, 6-7=61, 7-8=-61, 8-10=-71, 10-11=61, 12-28=-20, 6-8=-10, 16-21=-110 Horz: 1-2=5, 2-7=1, 7-10=1 17) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor+ 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=55, 2-5=61, 5-6=-71, 6-7=61, 7-8=-61, 8-10=-71, 10-11=-61, 12-28=-20, 6-8=-10, 16-21=-110 Horz: 1-2=5, 2-7=1, 7-10=1 20) 3rd Dead + 0.75 Roof Live (unbalanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=60, 5-6=70, 6-7=-60, 7-8=30, 8-10=40, 10-11=-30, 12-28=-20, 6-8=-10, 16-21=-110 21) 4th Dead + 0.75 Roof Live (unbalanced) + 6.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=30, 5-6=-40, 6-7=30, 7-8=60, 8-10=-70, 10-11=-60, 12-28=20, 6-8=-10. 16-21=-110 WARNING •Verify design parameters and READ NOTES ON THIS AND INCLUDED h11TEK REFERENCE PAGE MII-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 building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing s truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 Quality Criteria, OSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tamps, FL 36610 job Truss Truss Type City Ply Desai Res T24299147 J41792 B03 ATTIC 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 1012:08:19 2021 Page 1 ID: Ddwb_8?2wcNxjodrLlVohl zQSRq-s8S65kuVgniHvHK4hrWACd8s8nVBjtFIty5ZeGz7hXw 16-11.6 21-2-6 -1-7-10 5.5.7 10.45 15-3.4 1 3-11 18-9.0 20-6-11 246.12 2 1 -9 27-11-8 31-3-0 1-7.10 4.10.15 4.10.15 -0.7 1-9-10 1.9.10 3.46 0. 3 3.0.0 1x4 i 6x8 = 6.00 12 7 3x6= _ _— 3 4x4 —_ 1x4 II 48 = 3x4 = 1x4 II 2x4 II 7x8 = 1x4 II 3x4 = 3x6 = 4x8 = 3x4 = Scale = 1:68.3 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020rTP12014 CSI. TC 0.89 BC 0.73 WB 0.87 Matrix -AS DEFL. Vert(LL) Vert(CT) Hcrz(CT) Attic in (loc) Vdefl Ud -0.16 20-22 >999 240 -0.32 23-25 >999 180 0.08 13 file n/a -0.05 17-22 2140 360 PLATES GRIP MT20 244/190 Weight: 276 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x8 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 9-12,14: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 `Except* WEBS 1 Row at midpt 11-13 17-22: 2x6 SP No.2 JOINTS 1 Brace at Jt(s): 27, 20, 18 WEBS 2x4 SP No.3 *Except* 6-8,14-17,22-25: 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (size) 13=Mechanical, 2=0-8-0 Max Horz 2=279(LC 8) Max Uplift 13=-225(LC 8), 2=-276(LC 8) Max Grav 13=1999(LC 14). 2=1854(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3428/383, 3-4=-2975/343, 4-5=-2392/259, 5-6=-1861/264, 6-7=-17/298, 8-9=-2145/276,9-10=-13921130. 9-11=937/100 BQT CHORD 2-26=•516/3141, 25-26=-516/3141, 23-25=-336/2153, 21-23=-345/2160, 16-21 =0/1 753, 15-16=-359/346, 14-15=-329/360, 13-14=-100/940, 20-22=-548/134, 18-20=548/134, 17-18=-234/708 WEBS 3-25=-505/153, 4-25=-30/324, 4-22=793/223, 5-22=-12/965, 6-27=-2344/272, 8-27=-2344/272, 9-17=-204/252, 10-17=-159/1627, 14-17=-131/1126, 10-14=312/72, 10-11=-102/1626, 11-13=-2094/223, 7-27=-17/323, 20-21=-451/0, 16-18=-643/27, 22-25=-46/695, 16-17=-1/1902, 18-21=139/898, 21-22=-383/886 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Ceiling dead load (5.0 psf) on member(s). 5-6, 8-9. 6-27, 8-27 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 20-22, 18-20, 17-18 Joaqufh;Veloz PE No.88182 9) Refer to girder(s) for truss to truss connections. Wilk USA lne: FL`Crirt 8834, 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except Qt=lb) 8904 petke EaetBlvd Tampe;FL 33810 13=225, 2=276. Data: 11) Load case(s) 2, 12, 13, 14, 15, 16, 17, 20, 21 hasthave been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. June 14,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not �- a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII 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 Desai Res T24299147 J41792 - B03 ATTIC 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 1012:08:19 2021 Page 2 ID: Ddwb_8?2wcNxjodrLIVohl zQSRq-s8S65kuVgniHvHK4hrWACd8s8nVBjtFIty5ZeGz7hXw NOTES- 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chard and 1/2" gypsum sheetrock be applied directly to the bottom chord. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-5=70, 5-6=80, 6-7=70, 7-8=70, B-9=-80, 9-12=70, 13-29=20, 6-8=10, 17-22=-20 2) Dead + 0.75 Roof Live (balanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=60, 5-6=7d, 6-7=60, 7-8=60, 8-9=-70, 9-12=-60, 13-29=20, 6-8=10. 17-22=-110 12) Dead + Attic Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-5=30, 5-6=40, 6-7-30. 7-8-30. 8-9=40, 9-12=-30, 13-29=20, 6-8=10, 17-22=-140 13) Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-5=-30, 5-6=-40, 6-7=-30, 7-8=-30,8-9=-40, 9-12=-30, 13-29=-20, 6-8=-10, 17-22=-140 14) Dead + 0.75 Roof Live (bat.) + 0.75 Attic Floor+ 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=68, 2-5=73, 5-6=83, 6-7=73, 7-8=-50, 8-9=-60, 9-12=-61, 13-29=20, 6-8=10, 17-22=-110 Horz: 1-2=8, 2-7=13, 7-9=10 15) Dead + 0.75 Roof Live (bet.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=45, 2-5=50, 5-6=60, 6-7=-50, 7-8=-73, 8-9=-83, 9-12=-61, 13-29=20, 6-8=-10, 17-22=-110 Horz: 1-2=15, 2-7=10, 7-9=13 16) Dead + 0.75 Roof Live (bat.) + 0.75,Attic Floor+ 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=55, 2-5=61, 5-6=71, 6-7=61, 7-8=-61, 8-9=-71, 9-12=-61, 13-29=20, 6-8=-10, 17-22=-110 Horz: 1-2=5, 2-7=1, 7-9=-1 17) Dead + 0.75 Roof Live (bat.) + 0.75 Attic Floor+ 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-55, 2-5=61, 5-6=71, 6-7=-61, 7-8=-61, 8-9=-71, 9-12=-61, 13-29=-20, 6-8=-10, 17-22=-110 Horz: 1-2=-5, 2-7=1, 7-9=1 20) 3rd Dead + 0.75 Roof Live (unbalanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) _ Vert: 1-5=-60, 5-6=70, 6-7=-60, 7-8=30, 8-9=40, 9-12=-30, 13-29=-20, 6-8=10, 17-22=-110 21) 4th Dead + 0.75 Roof Live (unbalanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=30, 5-6=40, 6-7=30, 7-8=60, 8-9=-70, 9-12=-60, 13-29=-20, 6-8=10, 17-22=-110 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED IVIITEK REFERENCE PAGE Nill-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 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 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 ob Truss Truss Type Qty Ply Desai Res T24299148 J41792 B04 ATTIC 1 1 Job Reference (optional) �•'�• ����• r��, • •• •_� -� �-+� o.4.5u s may 1Z zuli rvii I eK Incustries, Inc. I nu Jun lU 12:um;ei Zwo rage 1 ID:Ddwb 872wcNxjodrLIVohlzQSRq-oXaIWQvICPy78aUSoGZeH2DGxbBeBlibLGagjBz7hXu 16.11.6 21-2.6 -1-7-10 5.5.7 10.4-5 15-31 1 3-11 18-9-0 20.6.11 22.11.9 4.6-1 27-10.14 31-3-0 1-7.10 117 4-10-15 4.10.15 •0.7 1.9.10 1-9-10 1-9.30-7-11— 0-7-11 6x8 = Scale = 1:68.3 1x4 6.00 F12 7 3x6 = c, co Z4 22 -- 11 16 15 14 4x4 = 1x4 II 4xB = 4x4 = 1x4 II 2x4 II 6x6 = 1x4 II 6x8 = 3x4 II 08 = 3x4 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020lrP12014 CSI. TC 0.61 BC 0.74 WB 1.00 Matrix -AS DEFL. Vert(LL) Vert(CT) Horz(CT) Attic in floc) I/deft Lid -0.18 24 >999 240 -0.38 24-26 >991 180 0.08 14 n/a rile -0.06 18-23 1701 360 PLATES GRIP MT20 244/190 Weight: 276 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x8 SP No.2 -Except- TOP CHORD Structural wood sheathing directly applied, except end verticals. 9-13,1-4: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at mldpt 13-14, 12-15 18-23: 2x6 SP No.2 JOINTS 1 Brace at Jt(s): 28, 21, 19 WEBS 2x4 SP No.3'Except- 6-8,15-18,23-26: 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (size) 14=Mechanical, 2=0-8-0 Max Horz 2=317(LC 8) Max Uplift 14=-233(LC 8), 2=267(1_13 8) Max Grav 14=2012(LC 14), 2=1860(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3441/364, 3-4=-2990/324, 4-5=23221224, 5-6=-1866/245, 6-7=-296/98, 7-8=-315/94, 8-9=1980/239, 9-10=343/68, 9-11 =-1 871/175, 11-12=-2006/212, 12-13=-823/90,13-14=-19661241 BOT CHORD 2-27=-537/3145, 26-27=-537/3145, 24-26=-444/2635, 22-24=-456/2655, 17-22=0/1630, 16717=-680/117, 15-16=-580/127, 21-23=-729/0, 19-21=729/0, 18-19=-266/760 WEBS 3-26=-504/153, 4-26=-50/394, 4-23=870/239, 5-23=0/821, 6-28=1953/186, 8-28=-1953/186, 10-18=-635/164, 10-11=-252/93, 15-18=-197/1388, 12-15=-2264/298, 13-15=-221/2031, 7-28=-6/272, 23-26=154/273, 12-18=248/2412, 21-22=-441/0, 17-19=-770/54,17-18=-74/2246,19-22=-211/1231,22-23=-620/614 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=6.Opsf; BCDL=4.0psf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Ceiling dead load (5.0 pat) on member(s). 5-6, 8-9, 9-11, 6-28, 8-28 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 21-23, 19-21, 18-19 Joaquin'•VelezPE No.88182 9) Refer to girder(s) for truss to truss connections. Joaquin trio: FL Celt 6634 2 tb) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) M_IIi90'iK.US Jrc Blvd. rt FL 33610 14=233, 2=267.test 11) Load case(s) 2, 12, 13, 14, 15, 16, 17, 20, 21 has/have been modified. Building designer must review loads to verify that they are Date: correct for the intended use of this truss. Jude 14,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE b111-7473 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 vedy 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 chard members only. Additional temporary and permanent bracing t iTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the V� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP/f Quality Criteria, DSB-69 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 Desai Res T24299148 J41792 B04 ATTIC 1 1 Job Reference (optional) East Cuast I rues, Ft. vierce, FL - J4v4td, 8.430 s May 12 2021 MITek Industries, Inc. Thu Jun 10 12:08:21 2021 Page 2 NOTES - I D: Ddwb_872wcNxjodrLlVohl zQSRq-oXaIWQvICPy98aUSoGZeH2DGxbBeB libLGagj8z7hXu 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. - 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-5=70, 5-6=80, 6-7=70, 7-8=70, 8-9=-80, 9-11=-80, 11-13=70, 14-30=-20, 6-8=-10, 18-23=-20 2) Dead + 0.75 Roof Live (balanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=60, 5-6=70, 6-7=60, 7-8=60, 8-9=70, 9-11=-70, 11-13=60, 14-30=-20, 6-8=-10, 18-23=-110 12) Dead + Attic Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-5=-30, 5-6=40, 6-7=30, 7-8=30, 8-9=40, 9-11=-40, 11-13=30, 14-30=-20, 6-8=-10, 18-23=-140 13) Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plo Vert: 1-5=-30, 5-6=40, 6-7=-30, 7-8=30, 8-9=-40, 9-11=-40, 11-13=30, 14-30=-20, 6-8=-10, 18-23=-140 14) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor +0,75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=68, 2-5=73, 5-6=83, 6-7=73, 7-8=-50, 8-9=-60, 9-11=-71, 11-13=61, 14-30=-20, 6-8=-10. 18-23=110 Horz: 1-2=8, 2-7=13, 7-9=10. 9-11=1 15) Dead +0.75 Roof Live (bal.) +0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=45, 2-5=-50, 5-6=60, 6-7=50, 7-8=-73, 8-9=-83, 9-11=-71, 11-13=61, 14-30=-20, 6-8=-10, 18-23=110 Horz: 1-2=15, 2-7=10, 7-9=13. 9-11=1 16) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 1 st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-55, 2-5=-61, 5-6=71, 6-7=61, 7-8=-61, 8-9=-71, 9-11=-71, 11-13=61, 14-30=-20, 6-8=-10, 18-23=-110 Horz: 1-2=5, 2-7=1, 7-9=1, 9-11=1 17) Dead + 0.75 Roof Live (bat.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=55, 2-5=61, 5-6=71, 6-7=61, 7-8=-61, 8-9=-71, 9-11=-71, 11-13=-61, 14-30=-20, 6-8=-10, 18-23=-110 Horz: 1-2=5, 2-7=1, 7-9=1, 9-11=1 20) 3rd Dead + 0.75 Roof Live (unbalanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-60, 5-6=-70, 6-7=60, 7-8=30, 8-9=-40, 9-11=40, 11-13=-30, 14-30=-20, 6-8=-10, 18-23=-110 21) 4th Dead +0.75 Roof Live (unbalanced) +0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo -- . Vert: 1-5=30, 5-6=-40, 6-7=-30, 7-8=-60, 8-9=-70, 9-11=-70, 11-13=60, 14-30=-20, 6-8=-10, 18-23=-110 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rov. 5119.12020 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 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 ANS11TP/1 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 City Ply Desai Res T24299149 J41792 B05 ATTIC 1 1 Job Reference (optional) test uoasi I russ, R ht. vierce, hL - 34946, - 6.431) S May 122UZI MI I OK Industries, Inc. I nu Jun 1U 1Z:u6:Z2 ZU21 rage 1 ID:Ddwb 872wcNxjodrLlVohlzOSRq-GjBFJIwOzi4smk3fMz4tpFmOX7wEhIZwKDFbz7hXt 16.11-6 Wv 6-10-0 -1-7-10, 5-5-7 10.4-5 15.3-4 16-3-11 , 18-9-0 , 20.11-9 , 24-6-12 27-10.14 31--0 1-7-10 5-5-7 4-10.15 4-10-15 -0-7 1.9-10 2.2.8 3-7-3 3.4-2 0.7.11 6z8 3x6 Scale = 1:68.3 = = 6.00 12 6xB = 3x6 = 7 9 1x4 II 7x6 = 6x6 = 3x6 II 6 8 11 12 13 0 15-5-0 10x10 i _ 28 10 1x4 II 4 4W 16 3x4 - b18 3 5x5 = 9-0-0 � 7x8 pa 19M 8x10 = 3x6 = 27 26 25 24 22 20 17 16 1x4 II 4x8 = 4x6 = 1x4 II 2x4 II 6x6 = 1x4 II 5x8 = 3x4 = 15 14 axe = 2x4 11 5-5 7 10 4-5 15-3.4 18-9-0 20 11-9 24�-12 27-10-14 , 31 3-0 5.5-7 4-10-15 4-10.15 3-5-12 2-2-8 3-7-3 313-2 34-2 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. In (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.24 24 >999 240 TCDL 15.0 Lumber DOL 1.25 SC 0.80 Vert(CT) -0.48 24-26 >784 180 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(CT) 0.09 14 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Attic -0.08 18-23 1303 360 LUMBER- BRACING - TOP CHORD 2x8 SP No.2 *Except* TOP CHORD 9-13,1-4: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 18-23: 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 6-8,11-16,15-18,12-15,23-26,12-18,22-23,17-18: 2x4 SP No.2 OTHERS 2x4 SP No.2 JOINTS REACTIONS. (size) 14=Mechanical, 2=0-8-0 Max Horz 2=268(LC 8) Max Uplift 14=-320(LC 8), 2=314(LC 8) Max Grav 14=2390(LC 14), 2=2002(LC 14) FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3750/467, 3-4=-3305/428, 4-5=2550/330, 5-6=-2200/355, 6-7=-1019/206, 7-8=-795/157, 8-9=305/1970, 9-10=-403/117, 9-11=-2025/231, 11-12=-2169/257, 12-13=-863/112, 13-14=-2339/327 BOT CHORD 2-27=-580/3420, 26-27=-580/3420, 24-26=-505/3450, 22-24=-517/3488, 17-22=011485, 16-17=-1249/81, 15-16=-1051/49,21-23=-911/0, 19-21=911/0,18-19=-271/1006 WEBS 3-26=-496/151, 4-26=-54/487; 4-23=940/232, 5-23=0/612, 6-28=1354/188, 8-28=-1354/188,10-18=-1007/254,10-11=-464/122,15-18=-169/1873,12-15=-2785/373, 13-15=-307/2377, 23-26=-553/60, 12-18=-334/2994, 17-19=-956/57, 21-22=-426/0, 22-23=-932/336, 17-18=-83/2751, 19-22=-220/1712 PLATES GRIP MT20 244/190 Weight: 287 lb FT = 20% Structural wood sheathing directly applied, except end verticals. Except: 6-0-0 oc bracing: 9-10 Rigid ceiling directly applied. 1 Row at midpt 11-18, 12-15 2 Rows at 1/3 pis 13-14 1 Brace at Jt(s): 28, 19, 21 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=701t; eave=8ft; Joaquin Velez FE No.88182 Cat. 11; Exp B; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific MIT& USA Inc..FL'Cart 8(194, 8804 Parke EaaC8lvd Tarnpa,F.L to the use of this truss component. 33610Date: 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. June 14,2021 ® WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE &M-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 verily the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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 Desai Res T24299149 J41792 BOS ATTIC 1 1 Job Reference (optional) East coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MTek Industries, Inc. Thu Jun 10 12:08:22 2021 Page 2 NOTES- ID:Ddwb 8?2wcNxjodrLlVohlzQSRq-Gj8FjlwOzi4smk3fMz4tpFmOX?WwwEhlZwKDFbz7hXt 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Ceiling dead load (5.0 psf) on member(s). 5-6, 9-10, 9-11, 6-28, 8-28 8) Bottom chord live load (40.0 psi) and additional bottom chord dead load (0.0 psf) applied only to room. 21-23, 19-21, 18-19 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except (Jt=lb) 14=320, 2=314. 11) Load case(s) 2, 12, 13, 14, 15, 16, 17, 20, 21 hasihave been modified. Building designer must review loads to verify that they are correct for the Intended use of this truss. 12) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pli) Vert: 1-5=70, 5-6=80, 6-7=70, 7-8=70, 9-10=-120, 9-11=-120, 11-13=70, 14-30=-20, 6-8=-10, 18-23=20 2) Dead + 0.75 Roof Live (balanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=60, 5-6=70, 6-7=60, 7-8-60, 9-10=-100, 9-11=-100, 11-13=60, 14-30=-20, 6-8=-10, 18-23=110 12) Dead +Attic Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-5=-30, 5-6=40, 6-7=30, 7-8=30, 9-10=40, 9-1 1=-40,11-13=30, 14-30=-20, 6-8=-10, 18-23=140 13) Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-5=30, 5-6=-40, 6-7=30, 7-8=-30, 9-10=40, 9-1 1=-40,11-13=-30, 14-30=-20,'6-8=-10, 18-23=140 14) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor +0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=68, 2-5=73, 5-6=83, 6-7=73, 7-8=-50, 9-10=-95, 9-11=-106, 11-13=-61, 14-30=-20, 6-8=-10, 18-23=110 Horz: 1-2=8, 2-7=13. 7-8=10, 9-10=5, 9-11=6 15) Dead +0.75 Roof Live (bal.) +0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2= 45, 2-5=50, 5.6=60, 6-7=50, 7-8=-73, 9-10=-119, 9-11=106, 11-13=-61, 14-30=-20, 6-8=10, 18-23=110 Horz: 1-2=15. 2-7=10, 7-8=13. 9-10=-19, 9-11=6 16) Dead + 0.75 Roof Live (bat.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=55, 2-5=61, 5-6=71, 6-7=61, 7-8=-61;9-10=-106, 9-11=106, 11-13=-61, 14-30=-20, 6-8=10, 18-23=110 Horz: 1-2=-5, 2-7=1, 7-8=-1, 9-10=6, 9-11=6 17) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor+ 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=55, 2-5=61, 5-6=71, 6-7=61, 7-8=-61, 9-10=-106, 9-11=-106, 11-13=-61, 14-30=-20, 6-8=-10, 18-23=110 Horz: 1-2=5, 2-7=1;-7-8=1, 9-10=6, 9-11=6 20) 3rd Dead + 0.75 Roof Live (unbalanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pli) Vert: 1-5=60, 5-6=70, 6-7=-60, 7-8=30, 9-10=40, 9-11=-40, 11-13==30, 14-30=-20, 6-8=-10, 18-23=110 21) 4th Dead + 0.75 Roof Live (unbalanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=30, 5-6= 40, 6-7=30, 7-8=60, 9-10=100, 9-11=-100, 11-13=60, 14-30=-20, 6-8=-10, 18-23-110 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE %111-7473 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 Is MiTek' always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/f Duality Criteria, DSB-89 and BCS/ 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 Oty Ply Desal Res T24299150 J41792 BO6 ATTIC 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 10 12:08:24 2021 Page 1 ID:Ddwb_8?2wcNxjodrLlVohlzQSRq-D6G?8RxeVKKZ?2C1UO6Lvgrmsc8VO7vllEpKKTz7hXr 16.11-6 1-7.10 , 5.5.7 10.4.5 15.1.4 ,6-3-11 78.6-8 24.6-12 27-10.14 31.3.0 1-7-10 5.5.7 4-10-15 4.10.15 1.0-7 7.2 6.o. 3.4.2 3.4.2 1x4 7x6 = Scale=1:67.0 6x8 = 1x4 II 3x4 = 3x4 = 6.00 ,2 3x6 = 10 7 8 9 11 7x6 = 12 4x4 = 1x4 II 4x8 =4x6 = 1x4 II 2x4 II 6x6 = 1x4 II 5x8 = 3x4 II 6x8 = 5-5-7 3x4 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020frP12014 CSI. TC 0.63 BC 0.98 WB 0.91 Matrix -AS DEFL. Vert(LL) Vert(CT) Horz(CT) Attic in (loc) I/defl L/d -0.28 23 >999 240 -0.56 23-25 >661 180 0.08 13 n/a n/a 0.11 17-22 992 360 PLATES GRIP MT20 244/190 Weight: 292 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-7: 2x8 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 *Except* WEBS 2 Rows at 113 pts 12-13, 11-14 17-22: 2x6 SP No.2 - JOINTS 1 Brace at Jt(s): 20, 18, 28, 29 WEBS 2x4 SP No.3 *Except* 6-27,11-17,14-17,22-25,16-17,21-22: 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (size) 13=Mechanical, 2=0-8-0 Max Horz 2=394(LC 8) Max Uplift 13=-254(LC 8), 2=-247(LC 8) Max Grav 13=2035(LC 14). 2=1879(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3479/319, 3-4=-3036/280, 4-5=-2070/132, 5-6=-1809/181, 6-7=-1233/220, 7-8=-1453/245,8-9p-1453/245,9-11=1719/200,11-12=650/77,12-13=-1985/261 BOT CHORD 2-26=-573/3159, 25-26=-573/3159, 23-25=-698/4104, 21-23=-716/4164, 16-21=0/1311. 15-16=-1890/280, 14-1 5=- 17131259, 20-22=-1430/60, 18-20=-1430/60, 17-18=-275/764 WEBS 3-25=-493/151, 4-25=-100/694, 4-22=-1210/297, 5-22=0/435, 6-28=-658/0, 28-29=-646/0, 17-27=-391/132, 9-27=-371/137, 11-17=-314/2732, 11-14=2629/368, 12-14=-235/1977, 14-17=-353/2482, 22-25=-1442/267, 20-21=-408/0, 16-18=1142/110, 16-17=-225/3246, 18-21=-358/2188, 21-22=-1252/481, 7-29=-21/341 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4 Provide adequate drainage to prevent water ponding. 5 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Ceiling dead load (5.0 psf) on member(s). 5-6, 6-28, 28-29, 27-29 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 20-22, 18-20, 17-18 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 13=254, 2=247. 11) Load case(s) 2, 12, 13, 14, 15, 16, 17, 20, 21 has/have been modified. Building designer must review loads to verify that they are correct for the Intended use of this truss. Continued on page 2 Joaquin Velez PE No.68182 MiTek USA, liic. FL:Cert 6834 6904 Parke East Blvd.,Tampa FL 33610 Data: June 14,2021 ® WARNING - verify design parameters and RFJ10 NOTES ON THIS AND INCLUDED hi1TEK REFERENCE PAGE h111-7473 rev. 511912020 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 ANSUTP/t Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 ob Truss Truss Type City Ply Desai Res ' T24299150 J41792 B06 ATTIC 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 1012:08:24 2021 Page 2 ID:Ddwb_8?2wcNxiodrLIVohlzQSRq-D6G?8RxeVKKZ?2C1U06Lvgrmso8V07v11EpKKTz7hXr NOTES- 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Sfandaird 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=70, 5-6=80, 6-7=70, 7-12=70, 13-31=-20, 6-27=10, 17-22=-20 2) Dead + 0.75 Roof Live (balanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=60, 5-6=70, 6-7=60, 7-12=-60, 13-31=-20, 6-27=10, 17-22=110 12) Dead + Attic Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-5=30, 5-6=-40, 6-7=30, 7-12=-30, 13-31=-20, 6-27=-10, 17-22=140 13) Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-5=30, 5-6=40, 6-7-30, 7-12=-30, 13-31=-20, 6-27=-10, 17-22=140 14) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg, Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=68, 2-5=73, 5-6=83, 6-7=73, 7-12=-61, 13-31=-20, 6-27=10, 17-22=-110 Horz: 1-2=8, 2-7=13 15) Dead +0.75 Roof Live (bal.) +0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-45, 2-5=50, 5-6=-60, 6-7=50, 7-12=-61, 13-31=-20, 6-27=10, 17-22=-110 Horz: 1-2=15, 2-7=10 16) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=55, 2-5=61, 5-6=71, 6-7=61, 7-12=-61, 13-31=-20, 6-27=10, 17-22=-110 Horz: 1-2=5, 2-7=1 17) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=55, 2-5=61, 5-6=71, 6-7=61, 7-12=-61, 13-31=-20, 6-27=10, 17-22=-110 Horz: 1-2=-5, 2-7=1 20) 3rd Dead + 0.75 Roof Live (unbalanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=60, 5-6=70, 6-7=60, 7-12=-60, 13-31=-20, 6-27=10, 17-22=110 21) 4th Dead + 0.75 Roof Live (unbalanced)+ 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=30, 5-6=40, 6-7=30, 7-12=-60, 13-31=-20, 6-27=10, 17-22=110 ®WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NIII-7473 rev. 5119.12020 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 MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdea8on, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP/t 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 Desai Res J41792 B07 PIGGYBACK BASE 12 1 T24299151 Job Reference (optional) H. neroe, rL - 34946, TOP CHORD UNDER PIGGYBACKS 6.00 12 TO BE LATERALLY BRACED BY PURLINS AT 2-0-0 OC. MAX. TYPICAL. 3x4 1 x3 '1," 1x4 II 2 �I 1/ 9L 14 13 3x4 = 3x4 = ..4x4 = 1 O."OU 5 IVafy 14 zUzl IVII I eK Inuusirles, Inc. I nu Jun TD lz:Utrzo zUz1 i-age 1 cjodrLIVohl zQSRq-hlgNMnyGGdSQdCnDl6daRuOs5CWg7bHBGuYtsvz7hXq 25-3-5 31-3-0 5-11-11 5-11-11 4x6 = Scale = 1:62.8 3x4 = 4x4 = 6 7 8 19 12 1120 3x8 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.29 12-14 >999 240 TOOL 15.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.51 12-14 >730 180 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.07 9 n/a n/a BCDL 10.0 Code FBC2020rTP12014 Matrix -AS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* 2-13: 2x4 SP No.1 BOT'CHORD WEBS 2x4 SP No.3 WEBS OTHERS 2x4 SP No.2 REACTIONS. (size) 9=Mechanical, 2=0-8-0 Max Horz 2=408(LC 8) Max Uplift 9=-340(LC 8), 2=288(LC 8) Max Grav 9=1694(LC 13), 2=1770(LC 13) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250, (lb) or less except when shown. TOP CHORD 2-3=-3007/414, 3-5=-2709/386, 5-6=1547/270, 6-7=-1325/282, 7-8=-859/179, 8-9=-1564/359 BOT CHORD 2-14=-658/2756, 12-14=-476/2035, 10-12=-179/859 WEBS 3-14=-507/211, 5-14=-83/863, 5-12=1022/278, 6-12=0/289, 7-12=-200/905, 7-10=-1166/342, 8-10=-344/1645 10 21 9 44 = 3x4 II 31-3-0 PLATES GRIP MT20 244/190 Weight: 205 lb FT = 20% Structural wood sheathing directly applied, except end verticals, and 4-0-0 oc purlins (4-10-15 max.): 6-8. Rigid ceiling directly applied. 1 Row at midpt 8-9, 5-12, 7-10 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=Bft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements 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, with BCDL = IO.Opsf. 7) Refer to girder(s) far truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 9=340,2=288. 9) This.truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. .Joaquin Velez PE N6,88182 MiTek USA Inc FL Cent 6634 8994 Parke Eeat BIvdTampe FL 33810 Data: June 14,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-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 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 always required for to MOW stability and prevent collapse with possible personal Injury and property dbmage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Desai Res T24299152 J41792 BOB HALF HIP 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8,430 s May 12 2021 MiTek Industries, Inc. Thu Jun 1012:08:26 2021 Page 1 ID: Ddwb_872wcNxjodrLIVohl zQSRq-9UNmZ7zul xaHFLMQbp8p_5x2ectMs2cKUYIROMz7hXp 1-7-101 6-8.5 12-10-3 19-0-0 25-1-8 313-0 1-7-10 ' 6-8-5 6-1-13 6-1-13 —r— 6-1.8 111-8 1x4 4x4 = annri-7 US = UB = 4x4 = 4x4 = Scale = 1:62.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.87 Vert(LL) -0.27 13-15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.49 13-15 >764 180 BOLL 0.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.07 10 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS Weight: 204 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 2-14: 2x4 SP No.1 WEBS 1 Row at midpt 9-10, 5-13, 7-11 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (size) 10=Mechanical, 2=0-8-0 Max Horz 2=402(LC 8) Max Uplift 10=-338(LC 8), 2=290(1-C 8) Max Grav 10=1692(LC 13), 2=1771(LC 13) FORCES. (lb) - Max. Comp./Max. Ten, - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3017/419, 3-5=-2724/392, 5-6=1581/278, 6-7=-1358/288, 7-9=-891/185, 9-10=-1560/358 BOT CHORD 2-15=-658/2764, 13-15=-479/2054, 11-13=-185/891 WEBS 3-15=-498/208, 5-15=-82/850, 5-13=10051273, 6-13=0/300, 7-13=-195/880, 7-11 =-1 148/341, 9-11=-345/1655 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psi.. 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 at joint(s) except at=lb) 10=338, 2=290. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin,Velez PE N0.68182 Miiek.USA,:Ipc. FL`Ceit_6634 6904 Parke Eatt Blvd. Tampa F1..38610 Data: June 14,2021 ® WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE fair-7473 rov. 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 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 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 ITBr., Truss Type Qty Ply basal Res T24299153 J41792 Half Hip 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 10 12:08:27 2021 Page 1 ID:Ddwb_872wcNxjodrLIVohizQSRq-dhxBnT_WoFi8sVxc9Xg2WJTEGOAMbwsUjC1 woz7hXo 1-7-10 , 6-05 11-6-3 17-0-0 24-1-8 31 3-0 ' 1-7-10 ' 6-0-5 5-5-13 5-5-13 7-1.8 7-1-8 1x4 4x6 = Scale = 1:57.8 3x4 = 4x4 = 4x4 = 6.00 12 3x4 = 4x6 = 3x4 = 3x4 = 4x4 = 3x8 = 4x4 = ,.- 8-9-4 17-0-0 24-1-8 31-3-0 8-9-4 8.2-12 7-1-8 Plate Offsets (X,Y)— [6:0-3-4,0-2-01, [8:0-2-0,Edgel [10:Edgta 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.20 13-15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.37 13-15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(CT) 0.07 10 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -AS Weight: 195 lb FT = 20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 9-10, 5-13, 7-11 OTHERS 2x4 SP No.2 REACTIONS. (size) 10=Mechanical, 2=0-8-0 Max Horz 2=364(LC 8) Max Uplift 10=-327(LC 8). 2=-301(LC 8) Max Grav 10=1670(LC 13), 2=1761(LC 13) , FORCES. (lb) -Max. Comp./Max, Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3051/448, 3-5=-2791/425, 5-6=1793/325, 6-7=-1558/328, 7-9=-1114/226, 9-10=-1522/350 BOT CHORD 2-15=-653/2788, 13-15=-496/2164, 11-13=-226/1114 WEBS 3-15=-444/184, 5-15=-72/741, 5-13=-879/240, 6-13=0/379, 7-13=-161/703, 7-11 =-1 025/335, 9-11=-354/1731 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=6.Opsf; BCDL=4.Opsf; h=18ft; 8=108ft; L=70ft; eave=8ft; Cat. 11; Exp B; Encl., GCpj=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) 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 at=lb) 10=327, 2=301. , 9) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE N6:88182 MiTek USA, Inc: F.L Celt 8834 6904 Parke,Eadt Blvd. Tampa FL 33810 Date: June 14,2021 ® WARNING - verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE. Design valid for use any 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 Wilting design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is MiTek always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904'Parke East Blvd. Tampa, FL 36610 Job True s^ Truss Type Qty Ply Desgi Res T24299154 J41792 B10 Half Hip 1 1 Job Reference (optional) w063 ���, .K. norcc, rL - oqu"u, 5.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 10 12:08:28 2021 Page 1 ' ID:Ddwb_8?2wcNxjodrLlVohlzQSRg5tVW p?8ZYq?UfWojEBH3WORjPYxJzsdysnXTEz7hXn 4-7-10 7-9-4 15-0-0 20-3-13 25 7-11 31-M 1-7-10 7-9-0 7-2-12 5-3-13 5-3-13 5-7-5 m 1x4 gI 1 Scale = 1:56.7 46 = 6.00 12 3x4 = 3x4 = 3x4 = 2x4 II 5 20 6 7 8 9 1. 4 4x4 = 4x4 = 3x= 3x4 = 1x4 II 3xB = 3x6 = 31-3-0 LOADING (psf) TCLL 20.0 TCDL 15.0 BELL 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 0.64 BC 0.89 WB 0.79 Matrix -AS DEFL, Vert(LL) Vert(CT) Horz(CT) in (loc) I/dell Lid -0.18 10-11 >999 240 -0.31 10-11 >999 180 0.09 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 188 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 9-10, 3-13, 7-10 OTHERS 2x4 SP No.2 REACTIONS. (size) 10=Mechanical, 2=0-8-0 Max Horz 2=326(LC 8) Max Uplift 10=-317(LC 8), 2=-311(LC 8) Max Grav 10=1628(LC 13),2=1738(LC 13) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown: TOP CHORD 2-3=-2934/448, 3-5=-2031/359, 5-6=-1747/367, 6-7=-1335/251 BOT CHORD 2-15=-597/2648, 13-15=-597/2648, 11-13=-320/1546, 10-11=-206/990 WEBS 3-15=0/320, 3-13=1031/260, 5-13=0/461, 6-13=-82/356, 6-11=634/209, 7-11=-134/1040, 7-1 0=-1 651/351 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) 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 at=lb) 10=317, 2=311. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. .Joaquin Velsz PE N'o.fi81,82, IMiiekUSA, Inc. :F.L`Ce f 8634. W9 Parke-Easf Blvd. Tampa FL 33610 Date: June 14,2021 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED N11TEK REFERENCE PAGE NIII-7473 rev. 5110-12020 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 propedy Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For regarding the MiTek general guidance fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP/1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 -Truss Truss Type Qty Ply Desai ResT24299155 �ob 41792 Half Hip 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 10 12:08:29 2021 Page 1 ID:Ddwb_8?2wcNxjodrLIVohlzQSRq-Z33uB9?nKszs6p57GyiWckZcwpvH2PCnAWW57hz7hXm 1-7-10 6-94 13-0-0 1IN -13 24-11-11 313-0 1-7-10 6-9-0 6-2-12 5-11-13 5-11-13 6 3 5 1x4 6.00 F12 46 = 20 Scale = 1:56.0 1x4 II 04 = 3x6 = 3x8 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TP12014 CSI. TC 0.67 BC 0.81 WB 0.84 Matrix -AS DEFL. Vert(LL) Vert(QT) Horz(CT) in (loc) Udefl Ud -0.23 10-11 >999 240 -0.39 10-11 >947 180 0.08 10 n/a rile PLATES GRIP MT20 244/190 Weight: 179 lb FT = 20% LUMBER- BRACING. TQP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.1 'Except* BOT CHORD Rigid ceiling directly applied. 12-14: 2x4 SP No.2 WEBS 1 Row at midpt 6-13. 8-10 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (size) 10=Mechanical, 2=0-8-0 Max Horz 2=288(LC 8) Max Uplift 10=-309(LC 8), 2=320(1_C 8) Max Grav 10=1606(LC 13), 2=1729(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2984/475, 3-5=-2234/401, 5-6=1945/399, 6-8=-1639/298 BOT CHORD 2-15=-593/2687, 13-15=-593/2687, 11-13=-379/1852, 10-11=-254/1233 WEBS 3-15=0/261, 3-13=-857/220, 5-13=-21/579, 6-11=-521/195, 8-11 =-1 06/978, 8-10=-1757/370 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 3x4 MT20 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) 10=309, 2=320. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied_ directly to the bottom chord. .Joaquih Velez PE 96.88187 MiTek'USA, 6.FL'Cift 634, 88U4 Patke,Ent Bivd, T.ampa';FL, 33610 Date: June 14,2021 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 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 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 ANS11TP11 Quality Criteria, DSB-99 and SCSI Building Component Safety Informatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 .Job Truss Type Qty Ply Desai Res TBrlu2 T24299156 J41792 Half Hip 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MITek Industries, Inc. Thu Jun 10 12:08:30 2021 Page 1 'ID:Ddwb 8?2wcNxjodrLlVohlzQSRq-1GdGPVOP4A5jjzgBgfDl8x5o?DHonv9wPAGeX7z7hXl 5-9-4 11-0-0 17-9-9 24-5-7 31-3-0 1-7-10 5-9 4 5-2-12 6-9-9 6-7-13 6-9-9 1x4 6.00 12 4x8 = 21 22 1x4 II axe = 3x8 = 31-3-0 Scale = 1:56.4 3x8 = LOADING (pso TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TP12014 CSI. TC 0.59 SC 0.60 WB 0.67 Matrix -AS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/dell Lid -0.10 13-15 >999 240 -0.26 13-15 >999 180 0.08 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 180 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 9-10 OTHERS 2x4 SP No.2 REACTIONS. (size) 10=Mechanical, 2=0-8-0 Max Horz 2=249(LC 8) Max Uplift 10=-301(LC 8), 2=327(LC 8) Max Grav 10=1398(LC 1). 2=1494(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2645/496, 3-5=-2114/442, 5-6=1974/443, 6-8=-1974/443, 8-9=-1379/301, 9-10=-1334/322 BOT CHORD 2-16=-583/2301; 15-16=-583/2301, 13-15=-432/1825, 11-13=-301/1379 WEBS 3-15=-606/173, 5-15=-34/452, 5-13=66/322, 6-13=-493/181, 8-13=-185/776, 8-11=-991/306, 9-11=-384/1758 NOTES- 1j Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=811; Cat. II; Exp B; Encl., GCpj=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 3x4 MT20 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 Qt=lb) 10=301, 2=327. 10) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No:88182 'MiT.ek IJSA,,ina. FLCM 8834. 88p4,Pa[ke EagtBivd.;'fgmpe.FL.33610 Date: June 14,2021 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE will-7473 rev. 5119/2020 BEFORE USE. • Design valid for use onty 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 MOW always required for stabllity'and to prevent 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 b Truss Truss Type Qty Ply Desai ResT24299157 �Jo 41792 813 Half Hip 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 10 12:08:31 2021 Page 1 j I D: Ddwb_872wcNxjodrLlVohl zOSRq-VSBfcg11 rTDaL7FNOMk_h9eu5dZB WKX3eg7C3Zz7hXk 1-7-10 4-9-0 9-0-0 16-5-9 23-9-7 31-3-0 1-7-10 4-9-4 4-2-12 7-5-9 7-3-13 7-559 Scale = 1:56.7 A 6.00 FiT 46 = 3x8 = 3x4 = 1x4 II 3x8 = 5 20 6 7 8 9 4x4 — 3x8 = 3x4 = 1x4 II 4x4 = 4x10 = 3x4 II 9-0-0 16-5-9 23-9.7 31-3-0 9-0-0 7-5-9 7.3% 7-5-9 Plate Offsets (X,Y)— f5:03-8,0-2-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) -0.15 15-19 >999 240 MT20 244/190 TCDL 15.0 - Lumber DOL 1.25 BC 0.85 Vert(CT) -0.36 15-19 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.09 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 168 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 6-15, 6-11 OTHERS 2x4 SP No.2 REACTIONS. (size) 10=Mechanical, 2=0-8-0 1 Max Horz 2=211(LC 8) Max Uplift 10=-295(LC 8), 2=334(LC 8) Max Grav 10=1398(LC 1), 2=1494(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. _ TOP CHORD 2-3=-2632/534, 3-5=-2312/471, 5-6=2030/458, 6-8=-1808/384, 8-9=-1808/384, 9-10=-1326/318 BOT CHORD 2-15=-587/2320, 13-15=-539/2463, 11-13=-539/2463 WEBS 3-15=-394/148, 5-15=-51/631, 6-15=-613/136, 6-13=0/273, 6-11=-771/182, 8-11 =-537/208, 9-11 =-442/2074 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) 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=ib) 10=295, 2=334. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin,Velez PE.N6.88182 MiTek USA,: Ind.FL`Cert.0834 8904 Parke Eaat Blvd, To FL 33610 Date: June 14,2021 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED 1,11TEK 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 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 ANS11TP/1 Quality Cdredo, 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 Desai Res T24299158 J41792 B14G Half Hip Girder 1 1 Job Reference (optional) CGJI VUabl I Tubb, r[. rierce, rr. - 04e40, 6.49U 9 May 12 2U21 MI I eK Industries, Inc. I nu Jun I 12:Ub:33 2U21 Hage 1 ID:Ddwb_872wcNxjodrL,VohizQSRq-Sr[P1 W2HN5T]aQOmVnmSmajGPQDF_F2M57Ul8Sz7hXi 7-0 0 13 1-10 19-1-8 25-1-6 31-3-0 1-7-10 ' 3-9-0 3-2.12 6-1-10 5-11-14 5-11-14 8-1-10 Scale = 1:56.7 5x6 = 3x8 = 3x4 = 1x4 II 3x8 = 3xl0 = 6.00 12 4 21 22 5 236 7 24 25 8 26 27 9 Jr 0[ 00 3x8 — 3x8 = 4x10 — 4x10 = 4x4 — 5x6 = 3x6 II 1x4 II 13- 31-3-0 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020lrP12014 CSI. TC 0.77 BC 1.00 WB 0.72 Matrix -MS DEFL. in floc) I/deft L/d Vert(LL) 0.39 13-14 >965 240 Vert(CT) -0.57 14-16 >660 180 Horz(CT) 0.15 10 n/a n/a PLATES GRIP MT20 2441190 Weight: 168 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-4-2 oc purlins, 4-6: 2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP No.1 'Except' BOT CHORD Rigid ceiling directly applied or 4-5-1 oc bracing. 10-12: 2x4 SP No.2 WEBS 1 Row at midpt 5-16, 9-11 WEBS 2x4 SP No.3 *Except* 5-13,8-13,9-11: 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (size) 10=Mechanical, 2=0-8-0 Max Horz 2=173(LC 25) Max Uplift 10=-1073(LC 8), 2=785(LC 8) Max Grav 10=1805(LC 29), 2=2326(1_C 1) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TAP CHORD 2-3=-4507/1505, 3-4=-4316/1485, 4-5=-3910/1383, 5-7=-4211/2169, 7-8=-4211/2169, 8-9=-2663/1566,9-10=-1745/1024 BOT CHORD 2-16=-1423/3995, 14-16=-2002/4890, 13-14=-2002/4890, 11-13=1566/2663 WEBS 3-161=422/226, 4-16=-381/1273, 5-16=1197/722, 5-14=0/416, 5-13=-877/0, 7-13=-405/280, 8-13=-701/1807, 8-11=1429/700, 9-11=1789/3055 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements 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) 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) 10=1073,2=785. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 191 lb down and 138 lb up at 7-0-7, 191 lb down and 130 lb up at 9-0-12, 191 lb down and 130 lb up at 11-0-12, 191 lb down and 130 lb up at 13-0-12, 101 lb down and 91 lb up at 17-0-12, 101 lb down and 91 lb up at 19-0-12, 101 lb down and 91 lb up at 21-0-12, 101 lb down and 91 lb up jpaquirtVelezPETVo88182' at 23-0-12, 101 lb down and 91 lb up at 25-0-12, and 101 lb down and 91 lb up at 27-0-12, and-101 lb down and 91 lb up at 29-0-12 top MiTek USA Inc F4iCert 883¢ S on chord, and 398 lb down and 90 lb up at 7-0-0, 88 lb down at 9-0-12, 88 lb down at 11-0-12, 88 lb down at 13-0-12, 15 lb down and 83 lb up at 17-0-12, 15 lb down and 83 lb up at 19-0-12, 15 lb down and 83 lb up at 21-0-12, 15 lb down and 83 lb 890SPa Eegt BL.IC Tampa FL $3810 up at 23-0-12, 15 Ib down and 83 Ib up at 25-0-12, and 15 Ib down and 83 Ib up at 27-0-12, and 15 Ib down and 83 Ib up at Date:94` 29-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. June 14,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED h1ITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. ' Design valid for use ony 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 MiT®k• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP/T Quality Crlterla, 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 Desai Res T24299158 J41792 B14G ' Half Hip Girder 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 1012:08:33 2021 Page 2 ID:Ddwb_872wcNxjodrLIVohIzOSRq-SrIP1 VQHN5TIaQOmVnmSmajGPQDF_F2M57Ul8Sz7hXi NOTES- 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=70, 4-9=70, 10-18=-20 Concentrated Loads (lb) Vert: 4=-147(B) 16=-398(B) 5=-147(B) 14=-66(B) 13=-0(B) 11=-0(B) 12=-0(B) 21=147(B) 22=-147(B) 28=66(B) 29=66(B) 30=-0(B) 31=-0(B) 32=-0(B) 33=-0(B) WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED tdITEK REFERENCE PAGE fr111-7473 rov. 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 Incorporatathls 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 ppssible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS)ITP/1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 ob Truss Type Qty Ply Desai Res TC'O T24299159 J41792 PIGGYBACK BASE GIRDE 1 Job Reference o tional asr Coast I I use, R. rlerce, rL - 09t190, 6.00 FIT 6x8 = 6 46 -:r- 46 5 3x6 i'!%'" II 3 28 32 33 27 34 26 25 37 5x8 I I 7x8 = 7x8 = 8x8 = o.4ou s may I[ cuc I wn I arc Inuubtrles, Inc. I nu Jun lu l2:uo;3r zuzi rage i 8x10 = 2x4 11 06 = 7x8 = 8 9 31 10 6-4-1 6-7-9 Scale = 1:106.9 6x8 11 4x6 12 4x6 13 14 39 40 It 43 42 44 45 48 20 47 V 49 50 552 17 5 56 55 57 58 24 22 21 18 16 15 Bx8 = 10x10 = 3x12 II 8x14 10x10 = 8x8 = 10x10 6x8 = 6x8 = (++) 6x8 = 5-11-5 11-7-2 17-2-15 24-3-2 31.3.E 37-4-0 44-7-10 50-11-11 57-7-4 5-115 5-7-13 5-7-13 7-0 3 7-0-3 6-0-14 7-3 6 6 4 1 6 7 9 Plate Offsets (X,Y)— [2:0-2-12,0-2-8], [4:0-3-0,Edge], [6:0-5-4,0-3-0], [15:0-1-8,0-2-12], [16:0-3-8,0-5-12], [17:0-3-6,0-3-0], [18:0-3-8,0-6-4], [19:0-4-2,0-5-4], [22:0-3-0,0-6-4], [24:0-3-12 0-5-121 125:0-3-8 0-6-0] [27.0-3-0 0-5-0] [28.0-5-4 0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.17 24-25 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.35 24-25 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.93 Horz(CT) 0.06 15 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight.,,1714 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 5-2-13 oc purlins, 1-4: 2x4 SP No.2 except end verticals, and 4-0-0 oc purlins (6-0-0 max.): 6-10. BOT CHORD 2x8 SP SS 'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 26-28: 2x8 SP No.2 6-0-0 oc bracing: 18-19. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at micipt 9-19 6-24,7-22,9-22,9-21,11-18,2-27: 2x4 SP No.2, 9-19:2x6 SP No.2 (++)SUPPLEMENTARY BEARING PLATES, SPECIAL ANCHORAGE, OR 10-19: 2x8 SP No.3, 11-19: 2x6 SP No.3, 2-28,14-15: 2x10 SP No.2 OTHER MEANS TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT OTHERS 2x4 SP No.3 WIDTH (SUCH AS COLUMN CAPS, BEARING BLOCKS, ETC.) REACTIONS. (size) 28=0-7 4, 15=0.8-0, 19=0-3-2 (req. 1-1-1) ARE THE RESPONSIBILITY OF THE TRUSS MANUFACTUREROR THE BUILDING DESIGNER. Max Horz 28=296(LC 24) Max Uplift 28=-3449(LC 8), 15=-823(LC 8), 19=6458(LC 8) Max Grav 28=11995(LC 19), 15=9164(LC 20), 19=33133(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (ib) or less except when shown. TOP CHORD 2-3=-13859/3607, 3-5=-14224/3482, 5-6=-11411/2875, 6-7=-7752/2088, 7-9=7752/2088, 9-10=-1366/8066, 10-11=-1525/8676, 11-13=589/1103, 13-14=-4987/204, 2-28=-10855/2831, 14-15=2826/151 BOT CHORD 27-28=-568/1047, 25-27=-3108/12294, 24-25=-2920/12722, 22-24=-2285/10290, 21-22=-565/958, 19-21=-505/958, 18-19=-933/624, 16-18=-125/4367; 15-16=-163/1769 WEBS 3-27=-706/274, 3-25=-62/698, 5-25=968/4180, 5-24=-4218/1104, 6.24=-193418427, 6-22=-4593/993, 7-22=-453/230, 9-22=2678/12342, 9-21=-973/4623, 9-19=-17731/3920, 10-19=-4257/842, 11-19=-10046/1451, 11-18=1301/10234, 13-18=5797/875, 13-16=-624/5342, 2-27=-2967/12270, 14-16=0/2630 NOTES. 1) 3-ply truss to be connected togetherwith 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, 2x10 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc, 2x8 - 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 Joaquih VefeiPE No:88182 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific Joliq lin Wiari"c: ! No' . i'1'82 to the use of this truss component. 6) Provide adequate drainage to prevent water ponding. 8804 ParkeEaet Blvd. Tampa FL 33810 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Date: Continued on page 2 June 14,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE lr111-7473 rev. 5/19.12020 BEFORE USE. • Design valid for use only wlth 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 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 ANSbTPi1 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 Desai Res T24299159 J41792 C01G PIGGYBACK BASE GIRDE 1 Job Reference (optional) • East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 10 12:08:37 2021 Page 2 ' ID:Ddwb 8?2wcNxjodrLlVohlzQSRq-KcYwtu6oRJzj32iXkdr0wouz32b7w?ry01SWHDz7hXe NOTES- 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf, 9) WARNING: Required bearing size atJoint(s) 19 greater than input bearing size. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (Jt=lb) 28=3449, 15=823. 19=6458. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1732 Ib down and 1093 lb up at 3-0-0. 1378 lb down and 315 lb up at 5-0-0, 1378 lb down and 321 lb up at 7-0-0, 1516 lb down and 329 Ito up at 9-0-0, 1522 lb down and 337 lb up at 11-0-0, 1535 lb down and 347 lb up at 13-0-0, 1551 lb down and 358 Ib up at 15-0-0, 1549 lb down and 360 lb up at 17-0-0, 153B lb down and 360 lb up at 19-0-0, 1541 lb down and 360 lb up at 21-0-0, 1553 lb down and 360 lb up at 23-0-0. 1553 lb down and 360 lb up at 25-0-0, 1545 lb down and 360 lb up at 27-0-0, 1538 lb down and 360 lb up at 29-0-0, 1542 lb down and 360 Ib up at 31-0-0. 1538 lb down and 360 lb up at 33-0-0. 1547 lb down and 360 lb up at 35-0-0, 1553 lb down and 360 lb up at 37-0-0, 1553 lb down and 360 Ib up at 39-0-0. 1916 lb down and 274 lb up at 41-0-0, 2277 lb down and 340 lb up at 43-0-0, 1916 lb down and 253 lb up at 45-0-0, 1916 lb down and 245 lb up at 47-0-0. 1936 Ib down and 226 lb up at 49-0-0. 2047 lb down and 269 lb up at 51-0-0, 1486 lb down and 184 lb up at 53-1-12, and 1486 lb down and 184 lb up at 55-1-12, and 4806 lb down and 549 lb up at 57-2-10 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: 1-2=70, 2-6=-70, 6-10=70, 10-14=-70, 15-28=-20 Concentrated Loads (lb) Vert: 21=-1378(F) 16=1846(F) 15=-3259(F) 32=1732(F) 33=-1378(F) 34=1378(F) 35=-1378(F) 36=-1378(F) 37=-1378(F) 39=-1378(F) 40=1378(F) 41=-1378(F) 42=-1378(F) 43=1378(F) 44=-1378(F) 45=1378(17) 46=-1378(F) 47=-1378(F) 48=-1378(F) 49=-1378(F) 50=1378(F) 51=-1553(F) 53=-1997(F) 54=1553(F) 55=-1553(F) 56=-1572(F) 57=-1271(F) 58=-1271(F) ® WARNING -Verify design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE bill-7473 rev. 6/19/2020 BEFORE USE. " Design valid for use only with MITek0 connectors. This design Is based any upon parameters shown, 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 bullding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TP/1 Quality Criteria, DSB-89 and 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 Desai Res T24299160 J41792 CO2 PIGGYBACK BASE 2 1 Job Reference toplional test GOaSt IrUSS, hl. Ylerce, t- L- IgU40, 4x10 = 6.00 FIT 6x8 = 2x4 II 4x6 = 7x6 = 2x4 1 Scale = 1:111.3 4 2x4 II 15 l d 2x4 II - 4x4 11 27 26 24 23 21 20 6x6 — 2x4 11 46 = 3x4 II 4x4 = 46 = 2x4 11 6x8 = 3x4 II 4x4 II 5x8 = 46 = 0-012 5-11-8 10-8-0 11 17-3-11 24-4-8 311-8 38�-5 42-4-04 50.2-12 57A-0 0- -12 5-10-12 4-8-8 0-8-8 5-11-3 7-0-13 6-11-1 7-0-13 3-11-11 1• 6-10-12 7-5 4 Plate Offsets (X Y) 14:0 3-0 Edge] [6.0 5-4 0 2 12] [12:0 3 0 Edge] [14.0 3 B 0 1 1 ] [18:0-2-8 0-3-12] [28.0-3-0 0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. ' in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.21 16-18 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.43 16-18 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(CT) 0.10 14 file file BCDL 10.0 Code FBC2020lrP12014 Matrix -AS Weight: 494 lb FT = 20% LUMBER. BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except 1-4,12-15: 2x4 SP No.2 4-0-0 oc purlins (4-6-8 max.): 6-10. BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. Except: 5-27,11-20: 2x4 SP No.3 1 Row at midpt 11-18 WEBS 2x4 SP No.3 *Except* 10-0-0 oc bracing: 18-2.0 26-28.18-21: 2x4 SP No.2, 6-28: 2x4 SP No.1, 5-28: 2x6 SP No.3 WEBS 1 Row at midpt 6-26, 7-24, 9-24, 9-21, 10-21, 13-18 OTHERS 2x4 SP No.2 2 Rows at 1/3 pts 6-28 REACTIONS. (size) 28=0-8-0, 14=0-8-0, 2=0-5-2 Max Horz 2=303(LC 7) Max Uplift 28=-628(LC 8),,,14=459(LC 8). 2=-80(LC 8) Max Grav 28=3642(LC 13), 14=2459(LC 14), 2=232(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-80/599, 3-5=-134/1220, 5-6=0/1155, 6-7=-1863/517, 7-9=-1863/517, 9-1 0=-2507/61 1, 10-11=-3622/805, 11-13=-3639/687, 13-14=-4672/7B5 BOT CHORD 2-29=-597/199, 28-29=-597/199, 5-28=-484/224, 24-26=0/822, 23-24=-204/2311. 21-23=-204/2311, 11-18=-489/231, 16-18=-572/4081, 14-16=-572/4081 WEBS 3-29=0/276, 348=755/168, 26-28=0/869, 6-28=-3017/468, 6-24=-322/1926, 7-24=-510/185, 9-24=-1047/168, 9-23=0/399, 10-21=-432/87, 18-21=-14912276, 10-18=-346/1829, 13-18=-1089/252, 13-16=0/391 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=aft; Cat. 11; Exp B; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements 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, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jt=lb) 28=628,14=459. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. JIoaquln Velez PIE K9 81,32' 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. MlT.ek US; Inc. FL":Ceh 634 690dParke 'gait Blud: Tampa FL 33610 Data: June 14,2021 ®WARNING - Vodry design parameters and READ NOTES ON THIS AND INCLUDED fdITEK REFERENCE PAGE tr111-7473 rev. 5119,12020 BEFORE USE, IMM Design valid for use only with MiTek® connectors. This design is based on upon parameters shown, and Is for an Individual building component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and prop edy Incorporate this design Into the overall I1 building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members onty. 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 IVI fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS117P/1 Quality Criteria, DSS-99 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 — 6904 P rk 36610 East Job Truss Truss Type Dty Ply Desal Res T24299161 J41792 CO3 PIGGYBACK BASE 1 1 Job Reference (optional) 2x4 I """ s IVIGy I[ GVG I IVII I eK Irluue N05, inu. I rlu Jun iv i d:uo:4l du/i rage I ID:Ddwb_8?2wcNXiodfLIVOh1ZQSRa-DNnRiF91VYT9Yf01zTwK5G2fsf vsoJYxNDiD z7hX2 4-1-6 6.00 12 6x8 = 2x4 II 4x10 = 7xe = 27 26 25 23 21 20 3x4 II 4x4 = 5x8 = 2x4 11 - 5x8 = 3x4 II 4x4 11 5x6 = 2x4 11 Scale = 1:111.3 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20201TPI2014 CSI. TC 0.68 BC 0.89 WB 0.96 Matrix -AS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/deft Ud -0.20 16-18 >999 240 -0.41 16-18 J>999 180 0.08 14 n/a n/a PLATES GRIP MT20 244/190 Weight: 503 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except 1-4,12-15: 2x4 SP No.2 4-0-0 oc purlins (4-9-1 max.): 6-10. BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. Except: 5-27: 2x6 SP No.3, 11-20: 2x4 SP No.3 1 Row at midpt 11-18 WEBS 2x4 SP No.3 *Except* 10-0-0 oc bracing: 18-20 26-28,18-21: 2x4 SP No.2, 5-28: 2x6 SP No.2 WEBS 1 Row at midpt 6-26, 6-25, 7-25, 9-25, 9-21, 10-21, 13-18 OTHERS 2x4 SP No.3 2 Rows at 1/3 pts 6-28 REACTIONS. (size) 28=0-11-5, 14=0-8-0, 2=0-5-2 Max Horz 2=303(LC 7) Max Uplift 28=-619(LC 8), 14=440(LC 8). 2=-107(LC 8) Max Grav 28=3660(LC 13), 14=2339(LC 14), 2=323(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-32/501, 3-5=103/1218, 5-6=0/1096, 6-7=-1487/459, 7-9=-1487/459, 9-10=-2285/577, 10-11=-3353/763, 11-13=-3369/645, 13-14=-4403/743 BOT CHORD 2-30=-477/187, 28-30=-477/187, 5-28=458/199, 25-26=01340, 23-25=-158/2008, 21-23=-158/2008, 11-18=-488/231, 16-18=-535/3840, 14-16=-535/3840 WEBS 3-30=0/315, 3-28=-904/208, 26-28=0/515, 6-28=-2817/460, 6-25=-348/2083, 7-25=-513/189, 9-25=-1187/189, 9-23=0/397, 9-21=-25/268, 10-21=-497/98, 18-21=-117/2068,10-18=-337/1773,13-18=-1091/252,13-16=0/389 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 46 MT20 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 at joint(s) except at=lb) 28=619, 14=440, 2=107. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum Joaquin Velez No.68182 sheetrock be applied directly to the bottom chord. JoaquUSA ire FL CeR l!2 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. WilParke East Blvd: 464;; 89810 Dafa: June 14,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED 101TEK REFERENCE PAGE MII-7473 rev. 5119.12020 BEFORE USE. Design valid for use only with Mlrek® connectors. This design Is based only upon parameters shown, 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 ANSI1IP/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 Desai Res T24299162 J41792 C04 Roof Special 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 1012:08:43 2021 Page 1 ID:Ddwb_872wcNxjodrLlVohlzQSRq-9mvBBxAZ19jtnz9h5uyoAh8xzSimlgmgOhvgVtz7hXY -d-7-10 6-9-5 13-0-3 19.3.0 R1.2-9 27.10-0 34.5.7 41.11-0 45-10-6 51-3-8 57-0-0 1.7-1tl 6.9.5 6.2-13� 6.2.13 11.96.7.7 7-5.9 3 11-8 5-5-0 6.8 8 2x4 I 6x6 = 2x4 II 6.00 12 2x4 II 6x8 = 6 7 8 9 10 Scale = 1:107.7 n g I$ 4x4 = 7x10 = 6x8 =) 4x4 = 22 21 20 19 17 3x4 11 6x12 = 8x6 = 3x10 II LOADING (psf) SPACING-' 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 TCDL 15.0 Lumber DOL 1.25 BC 0.67 BCLL 0.0 Rep Stress Incr YES WB 0.90 BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS LUMBER - TOP CHQRD 2x6 SP No.2 *Except* 1-4,11-13: 2x4 SP No.2 BOT CHORD 2x6 SP No.2 *Except* 12-21: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 13-20,6-28: 2x6 SP No.3, 16-17: 2x8 SP No.3, 7-28: 2x4 SP No.1 20-23,16-19: 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (size) 17=Mechanical, 28=0-8-0, 2=0-5-2 Max Horz 2=-261(LC 6) Max Uplift 17=-1101(LC 8), 28=-896(LC 8), 2=-190(LC 25) Max Grav 17=3109(LC 18), 28=4220(LC 29), 2=556(LC 13) 45-10-8 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.19 23-24 >999 240 MT20 244/190 Vert(CT) -0.40 23-24 >999 180 Horz(CT) 0.06 17 file n/a Weight: 493 lb FT = 20% BRACING. TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 10-0-0 oc bracing: 21-23 WEBS 1 Row at midpt 16-17, 5-28, 6-28, 7-26, 8-26, 15-19 2 Rows at 1 /3 pts 7-28, 10-26, 12-24 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-337/547, 3-5=-214/694, 5-6=-335/1649, 6-7=-221/1493, 7-8=506/211. 8-10=-506/211,10-12=-1520/362,12-13=-781/139,14-20=-16851322,13-14=351/43, 14-15=-2894/741, 15-16=-2265/728, 16-17=-3033/1107 BOT CHORD 2-30=-445/507, 28-30=-849/191, 26-28=-823/261, 24-26=201/1257, 23-24=642/2706, 12-23=-382/1741,19-20=-728/2265 WEBS 3-30=-487/208, 5-30=-87/859, 5-28=-985/279, 6-28=-452/178, 7-28=-2811/606, 7-26=-501/2352, 8-26=-523/173, 10-26=-1533/366, 10-24=-253/1391, 12-24=1813/546, 20-23=-681/2918,14-23=-445/298,15-20=-352/1306,15-19=-2058/748,16-19=-968/3062, 12-14=2462/603 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding:' 5) All plates are 4x6 MT20 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 (jt=lb) , 17=1101, 28=896, 2=190. Continued on page 2 Joaquin Velez PE No:68182 MiTek 11SA rI FL Cert.6634 6004 Parke East Blvd. Tampa FL 33810 Date: June 14,2021 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED IviITEK REFERENCE PAGE MII-7473 rev. 5119f2020 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 ANSIITP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610 .Job Truss Truss Type Qty Ply DesatRes T24299162 J41792 C04 Roof Special 1 1 Job Reference (optional) Q— writ 1 rubs, ri. Pierce, FL - 34946, 8.430 s May 12 2021 MTek Industries, Inc. Thu Jun 1012:08:43 2021 Page 2 NOTES- ID:Ddwb_ 872wcNxjodrLlVohlzQSRq-9mvBBxAZl9jtnz9h5uyoAh8xzSimkmgOhvgVtz7hXY 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 176 lb down and 128 lb up at 47-9-4, 176 lb down and 128 lb up at 49-9-4, 557 lb down and 353 lb up at 51-9-4, and 636 lb down and 393 lb up at 53-9-4, and 636 lb down and 393 lb up at 55-9-4 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 (plf) Vert: 1-7=70, 7-10=70, 10-13=-70, 14-16=-70, 2-23=20, 21-22=-20, 17-21=-20 Concentrated Loads (lb) Vert: 34=-136 35=136 36=477 37=-556 38=-559 ® WARNING - Veafy 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 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/fp/1 quality Cr/terla, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 ,Job Truss Truss Type Qty Ply Desai Res' T24299163 J41792 C05 Roof Special Girder 1 1 Job Reference (optional) cast wes, i Puss, FL Pierce, FL - J4e9b, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 1012:08:45 2021 Page 1 ID: Ddwb_872wcNxjodrLlVohl zQSRq-581 xYdCpYn_bOGJ3CJ_GF6DJNGRpodM7s70xzlz7hXW �1-7-14 6.9.15 13-1-6 19.4-13 21-0.Q 27-7-10 36.3.3 39.10.0 44-2-4 _ 47.5.4 50.11.12 1-7-t0 6.9.15 ' 6.3.7 ' 6.3.7 1-7-3 6.7-10 8.7-9 3.8.13 44.4 3.3.0 3-6-9 2x4 6x6 = 6.00 12 6 2x4 II 46 = I 6x8 = 7 8 33 34 9 4x6 = 2x4 II 4x6 = 6xl0 = 4x6 = 4x4 = 17 10x10 = 3x4 II 4x8 = 4x8 II 5x8 = 3x4 II 21-M 0-Or12 6-9-15 13-1� , 19.3-0 19-A•13 27-7-10 36-3-3 39-10-0 40.10r0 44-2-0 47-5-0 50.11-12 0-P 12 6.9.3 63.7 ' 6-1-10 0. 13 6-7-10 8-7-9 3b-13 3-4-0 3.3-0 3-6-9 1.7 i Scale = 1:97.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.08 19-21 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.16 19-21 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(CT) 0.03 32 n/a rile BCDL 10.0 Code FBC2020frP12014 Matrix -MS Weight: 447 lb FT = 20% LUMBER- BRACING - TAP CHORD 2x6 SP No.2 *Except* TOP CHORD 1-4: 2x4 SP No.2 BOT CHORD 2x6 SP No.2 *Except* BOT CHORD 10-16: 2x4 SP No.3, 6-24: 2x6 SP No.3 WEBS 2x4 SP No.3 *Except* 13-14: 2x6 SP No.3, 15-18,22-25: 2x4 SP No.2 OTHERS 2x4 SP No.3 *Except* 13-29: 2x8 SP No.3 WEBS REACTIONS. (size) 24=0-8-0, 2=0-5-2, 32=0-6-12 Max Horz 2=255(LC 8) Max Uplift 24=-592(LC 8). 2= 139(LC 25). 32=-230(LC 8) Max Grav 24=3366(LC 29), 2=712(LC 13), 32=1403(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-784/76, 5-6=130/1026, 6-7=-755/215, 7-9=-755/215, 9-10=14361297, 10-11 =-1 703/291. 11-12=-767/119, 12-13=-768/119 BOT CHORD 2-27=-1991775, 25-27=-1991775, 21-22=-726/183, 19-21=150/1207, 18-19=230/1503, 22-24=-3157/629, 6-22=-2254/476 WEBS 3-27=0/320, 3-25=870/206, 5-25=-42/587, 5-22=-1049/272, 6-21=-357/2014, 7-21=-671/250, 9-21=-742/121, 9-19=-49/727, 10-19=-500/131, 15-18=-209/1160, 11 - 1 5=- 1238/232, 12-15=-3521110, 13-15=-227/1496, 13-32=- 1544/255 Structural wood sheathing directly applied or 5-8-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 24-25,21-22. 1 Row at midpt - 6-22 3-8-0 oc bracing: 22724 10-0-0 oc bracing: 16-18 1 Row at midpt 5-22, 7-21, 9-21 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=BW Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 pal 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) Bearing at joint(s) 32 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 24=592, 2=139, 32=230. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 78 lb down and 21 lb up at 47-9-4, and 66 lb down and 21 lb up at 49-9-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 06�tim1W W046ASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). .Joaquin Velez,PE N6.,egl 2 ` MITek USA, Inc: FL:Cert.8834 8904'Parke Eeet Blvd. Tampa FL 33610 'Date: June 14,2021 ®WARNING -Verify design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119,12020 BEFORE USE. " Design valid for use onlywith MITek® connectors. This design is based only upon parameters shown, and is for en 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 ANSLTP/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 Desai Res T24299163 J41792 COS Roof Special Girder 1 1 Job Reference (optional) east toast I russ, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiT.ek Industries, Inc. Thu Jun 10 12:08:45 2021 Page 2 • ID:gdwb_872wcNxjodrLIVohlzQSRq-581xYdCpYn_bOGJ3CJ_GF6DJNGRpodM7s7Oxzlz7hXW LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=70, 6-9-70. 9-11=70, 11-13=-70, 2-24=-20, 23-24=20, 18-22=-20, 16-17=20, 14-16=20 Concentrated Loads (lb) ` Vert: 35=-1(F) 36=-1(F) ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED h71TEK 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. Addlllonal temporary and permanent bracing MiT®k� Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatIon, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 Duality 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 rib Truss Type I Qty Ply Desai Res TrO6 T24299164 J41792 Roof Special I 1 1 Job Reference (optional) • test toast I russ, I-t. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 1012:08:47 2021 Page 1 ID:Ddwb-8?2wcNxjodrLIVohlzQSRq-1X9izJD340EJGaTSKklkKXIff49yGZOQJJt2eez7hXU 21-M 44-7-2 ' 7-16-5 }-2p--2-0 22-11-3, -57.-03 0 ^T43-121-41 4-A 2-0 49-1.100 50.97-&6292-1 -0621-0 111-b�1-11-3 7795 6.23 10.11-2ta 0.10.0 1.2-2 Scale = 1:102.4 6,00 12 5x6 = , 3x4 II 6 7 6x8 = 2x4 II 4x6 = 6x8 = 6x10 = 8 9 11 4x4 = 4x4 = 7x6 / 6x8 = 6x16 = 3x6 i 5 I 37 10 38 12 13 14 15 3x6 r- 4 3 36 g 2x4 11 j 2 18 N 31 3029 4x8 = 26 28 27 i39 2x4 II 24 23 21 4022 —_ 4x4 = 20 19 6x6 6x6 = 16 2x4 II 10.18 12 2x4 II 4x6 = 6x16 = 4x6 = 4x6 3x4 II 3x6 II 4x10 = 6x8 4x8 = I 21.M 44-7-2 Plate Offsets (X,Y)— u-1u-u I 1-2-2 [5:0-3-0,0-3-4], [8:0-5-4,0-3-8], [11:0-5-4,0-3-0], [12:0-5-4,0-3-0], [15:0-5-12,0-4-0], [17:0-3-4,Edge], [18:0-3-0,0-4-81, [19:0-2-8,0-2-0], [26:0-8-8,0-3-0], [28:0-4-0 0-2-0j [33:0-3-1,0-2-111 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.07 21-24 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.14 21-24 >999 180 BCLL 0.0 Rep Stress ]nor YES WB 0.82 Hork(CT) 0.09 36 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 476 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP!CHORD Structural wood sheathing directly applied, except end verticals. 1-4,4-5: 2x4 SP No.2 , BOT�CHORD Rigid ceiling directly applied. Except: BOT CHORD 2x6 SP No.2 *Except* 1 Row at midpt 6-26 6-28: 2x6 SP No.3 3-8-0 oc bracing: 26-28 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at m[dpt 5-26, 11-24, 14-17, 7-26, 8-26 26-29: 2x4 SP No.2 OTHERS 2x8 SP No.3 *Except* 1-32: 2x4 SP No.2 REACTIONS. (size) 28=0-8-0, 2=0-5-2, 36=0-6-12 Max Horz 2=294(LC 8) Max Uplift 28=-65B(LC 8), 2=91(LC 8), 36=-214(LC 8) Max Grav 28=3504(LC 13), 2=623(LC 17), 36=1239(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-696/108, 3-5=136/501, 5-6=-225/1355, 6-7=-111/1101, 7-8=149/1158, 8-9=-875/183,9-11=-875/183,11-12=1316/240,12-13=-11151191,13-14=1089/179, 14-15=-301/54 1 BOT CHORD 2-31 =-1 47/551, 29-31 =-1 47/551, 25-26=-416/115, 24-25=412/116, 21-24=174/11.63, 20-21=-219/1312, 19-20=-219/1312, 18-19=-244/1429, 17-18=-66/359, 26-28=-3329/696, 6-26=-633/191 I WEBS 3-31=0/304, 3-29=-882/215, 5-29=-50/659, 5-26=-10821268, 8-25=0/289, B-24=-316/1636, 9-24=-588/222, 11-24=-481/93, 11-21=14/514, 12-21=-284/77, 12-19=-502/69, 14-18=-231/1448, 14-17=-1419/290, 15-17=-224/1240, 26-29=361/25, 7-26=-707/80, 13-19=-320/106, 8-26=1469/280, 15-36=-1249/216 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70f; eave=8ft; Cat. 11; Exp B; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 I 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 116 loads. 6) • This truss has been designed for a live [bad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Joaquin Velez PE No:88182 will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Joaquin z P FLoAgI8 2 7) Bearing at joints) 36 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify 89d4 USA, Incr Blvd. Terri a FL 33810 34 capacity of bearing surface. P 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ibi uplift at joint(s) 2 except pt=lb) Date: 28=658, 36=214. Continued on Pape 2 June 14-2021 ® WARNING - Vadfy design parameters and READ NOTES ON THIS AND INCLUDED IAITEK REFERENCE PAGE.11-7473 rov. 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 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 Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 - MITek• 6904 Parke East Blvd. Tampa, FL 36610 Jobe E Truss Type qty Ply Desai ResT24299164 FO6 J41792 Roof Special 1 1 Job Reference o tional 9 as, Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 10 12:08:47 2021 Page 2 NOTES- ID:Ddwb_872wcNxjodrLIVohlzQSRq-1X9izJD340EJGaTSKk1kKXIff49yGZOQJJt2eez7hXU 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. ®WARNING - Varlty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Lill-7473,rev. 5119,12020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based ony upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verifythe applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to 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 ANSUTPI1 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 ob Truss Type Qty Ply Desai ResT24299165 T J41792 Roof Special 1 1 Job Reference (optional) • East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 1012:08:49 2021 Page 1 ID:Ddwb_8?2wcNxjodrLlVohizQSRq_wGSO_FJc7UOVudrR83CQy095tgXkTVndM9iWz7hXS z1-0-o i1-7-1Q 6-9-5 13-0-3 19.3-0 20-2�0 24-11-3 31-1.2 37.3-1 44-7-2 4&11-0 50.11-12 1-7.10' 6.9.58-2.13 0111-0 3.11.3 6.1.15 6-1-15 7-0-1 4-3.14 2-0-12 0-10-0 Scale = 1:100.4 6.00 FIT 5x6 = 3x4 11 6 7 7x6 6x8 = 8 3x6 5 3x6 fi 4 3 2x4 II 1Z 24 30 2928 27� 28 38 4x6 = 6x16 = 2x4 II 2x4 11 4x6 = 4x8 = 3x6 II 6x10 = 4x4 = 4x6 = 6x16 = 44 = 46 = 4x4 = 44 = 9 11 12 14 15 23 20 2239 21 06 = 44 = 4x4 = 46 = 13 35 rn 18 I¢ 19 6x6 40 6x6 10.18 12 16 6x8 // 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert (LL) -0.08 19-20 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.15 19-20 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.82 Hori(CT) 0.14 35 n/a file BCDL 10.0 Code FBC2020/rP12014 Matrix -AS Weight: 466 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No2'Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-4,4-5: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. Except: BOT CHORD 2x6 SP No.2 *Except* 1 Row at midpt 6-25 6-27: 2x6 SP No.3 , 3-7-0 oc bracing: 25-27 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 5-25, 11-19, 14-17, 7-25, 8-25 25-28: 2x4 SP No.2 OTHERS 2x8 SP No.3 *Except* 1-31: 2x4 SP No.2 I REACTIONS. (size) 27=0-8-0, 2=0-5-2, 35=0-6-12 Max Horz 2-330(LC 8) Max Uplift 27=-654(LC 8). 2=88(LC 8). 35=-221(LC 8) Max Grav 27=3537(LC 13), 2=620(LC 17), 35=1224(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) Or less except when shown. TOP CHORD 2-3=-688/148, 3-5=142/564, 5-6=-229/1412, 6-7=-121/1164, 7-8=-178/1228, 8-9=-987/159, 9-11=-1328/226, 11-12=967/176, 12-14=887/157, 14-15=-252146 BOT CHORD 2-30=-178/544, 28-30=-178/544, 20-23=-159/987, 19-20=226/1328, 18-19=-232/1214, 17-18=-57/303, 25-27=-3362/692, 6-25=-615/176 WEBS 3-30=0/304, 3-28=882/216, 5-28=48/665, 5-25=-10841265, 8-24=0/274, 8-23=-257/1418, 9-23=-792/232, 9-20=123/573, 11-19=484/68, 14-18=-238/1351, 14-17=-1264/262, 15-17=-200/1107, 25-28=-385/9, 12-19=-318/138, 7-25=913/149, 8-25=-1505/276, 15-35=-1231/222 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip, DOL=1.60 3) Building Designer! Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint(s) 35 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jt=lb) 27=654, 35=221. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin:Velez PE,No:88182 MiTek USA, Ihc. FL'Cert 8634 6900arke East Blvd. Tampa FL 33810 Data: June 14,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE kill-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'properiy Incorporate this design into the overall t� A bulIdIng deslgn. 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 iVliTek" fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIMP/1 qualify 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 b TrussTruss Type Qty Ply Desai Res,T24299166 P 1792 COB Roof Special 1 1 Job Reference (optional) • East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MTek Industries, Inc. Thu Jun 10 12:08:52 2021 Page 1 ID:Ddwb_8?2wcNxjodrLlVohizQSRq-OVyb00HCvwsbMLLQ7Hcvla0XS5gYxry9TbbpJrz7hXP 21-10A �i-7.1q 6-6-4 , 12.6-0 le-5-12 21-0-0 , 26-11-3 32-5-2 37-11-1 43-5-0 44-7.2 46.11-0 50.11-1a 9-7-1 U' 6.6.4 5.11-12 5-11-12 2-6-0 0 10 5-0-15 5.5.15 5.5.15 - 5-5.15 •2- 4-3.1 Scale = 1:100.1 6.00 12 6x8 1:�- 6x6 = 6x10 = 6 7 4x8 = 46 = 6x16 = 6x8 — 2x4 I I 4x6 = 4x4 = 4x4 = 4x4 4 4x6 i 8 9 10 12 14 15 5 -' 3x6 :r, 4 36 1 13 - 3 1 .23 35 O d d n q 2x4 II d 1 2 18 29 = 24 22 27 20' 37 23 20 21 19 6x8 30 28 4x6 = SxB II 2x4 II 2x4 II 6x6 = 16 2x4 II 4x6 = 4x8 = 4x6 = 4x6 = 10.18 12 4x8 = 6x8 G 3x4 II 20-6-0 46-2.0 12 6�-0 12-0-0 1e-5.12 1 •3 0 21rQ-0 26-11-3 32-5-2 37-11-1 43-5-0 44.7.2 41-11-0 1211.141-11-0 1211.1� v-w ie o-a-n 5-11-12 5-11-12 49-q 5-113 5-5-15 5-5-15 5-5-16 -2• 2� 9-0 0.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (too) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.07 19-20 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.14 19-20 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(CT) 0.09 35 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -AS Weight: 447 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-4: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. Except: BOT CHORD 2x6 SP No.2 *Except* 1 Row at midpt 6-25 6-27: 2x6 SP No.3 3-4-0 oc bracing: 25-27 WEBS 2x4 SP No.3 *Except* WEBS 1 Row at mldpt 5-25, 7-25, 8-25, 10-19, 14-17 25-28: 2x4 SP No.2 OTHERS 2x8 SP No.3 *Except* 1-31: 2x4 SP No.2 REACTIONS. (size) 27=0-8-0, 2=0-5-2; 35=0-6-12 Max Horz 2=292(LC 8) Max Uplift 27=-668(LC 8), 2=85(LC 8), 35=-210(LC 8) Max Grav 27=3598(LC 13), 2=585(LC 17). 35=1131(LC 20) FORCES. (lb) - Max: Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-619/332, 3-5=141/695, 5-6=-256/1576, 6-7=-185/1423, 7-8=-203/1353, 8-9=-1038/176,9-10=-1038/176,10-12=-1028/193,12-14=-996/181,14-15=274/52 BOT CHORD 2-30=-258/483, 28-30=-258/483, 24-25=-123/271, 22-24=119/274, 20-22=241/1347, 19-20=-241/1347, 18-19=-251/1298, 17-18=-63/326, 6-25=-995/221, 25-27=3411/710 WEBS 3-30=0/288, 3-28=823/198, 5-28=49/670, 5-25=-1134/275, 7-25=-884/204, 8-25=-1555/284, 8-24=0/320, 8-22=237/1207, 9-22=-378/138, 10-22=-513/118, 10-20=01258, 10-19=-416/63, 14-18=238/1319, 14-17=1268/273, 15-17=-210I1120, 12-19=-421/150,25-28=-569/60,15-35=-1140/212 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=6.Opsf; BCDL=4.Opsf; 11=1811; B=108ft; L=70ft; eave=8ft; Cat. ll; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer I 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) Bearing at joint(s) 35 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except at=lb) 27=668, 35=210. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez pE k6.68182 MiT,ek USA, Inc. FL Celt 6634. 6604 Parke Ea�(BIJd::.T.empa:FL 33610 Data: June 14,2021 ® WARNING • Verify design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 6111-7473 rev. 5119/2020 BEFORE USE. ' Design valid for use onlywith 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/fP/1 Duality Criterla, 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 ob Truss Truss Type Qty Ply Desai Res T24299167 J41792 C09 Roof Special Girder 1 1 Job Reference o tional ---• ----• • • - •• • ••'• - ��� o.you s may -I z zuz1 mi I eK Inaustnes, Inc. 1 nu Jun 10 1z:U6:54 2u21 Vage 1 ID:Ddwb 8?2wcNx]odrLIVohlzQSRq-Kt4LRiJSRY6JcfVoEifN6?5viuV4PjsSwv4vNkz7hXN -,1-7-14 5-10.4 11-2-0 18-5-12 19-3-0 21-0.Q 23-10.4 28-11.3 34-4.10 39-10.0 45 3.2 50.11 12 1-7-10 5-10.4 5.312 5.312 2-9.4 1-9-0 2-10.4 5.0.15 5-5.6 5.5.8 5.5.2 5.8-10 Scale = 1:97.0 6.00 12 Bx8 = 3x4 II 6x8 = 6 7 8 5x6 = 6x8 = 4x6 4x4 = I 4x6 = 4x8 = 18 1l 16 15 4x6 = 4x8 = Bx10 = 4x8 I I 3x4 II 4x8 = 3x4 I I 4x4 = i 0-O 12 El1-411-2-0 16.5.12 19-30 21.0.q 23-10-4 28-11-3 344-10 39.10.0 40.10 0 45-32 50.11-12 0.a12 ' .8 5.312 5-312 2-9-4 1-9-0 2-10.4 5.0.15 5-5-8 5-5.6 -0. 4-5 5-&10 Plate Offsets (X Y)- [4:0-3-0 Edge] [6:0-5-4 0-3-01 [8.0-5-4 0-3-0] [9.0-5-4 0-3-0] [14.0-1-12 0-4-0] [19.0-5-8 0-3-0] [24.0 2 12 0 3-0] 136.0 1 8 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In ([cc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.07 19-20 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0,56 Vert(CT) -0.16 19-20 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(CT) 0.02 39 n/a n/a BCDL 10.0 Code FBC2020frP[2014 Matrix -MS Weight: 445 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 5-10-6 cc purlins, 1-4: 2x4 SP No.2 except end verticals. BOT CHORD 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. Except: 12-17: 2x4 SP No.3, 7-26: 2x6 SP No.3 3-5-0 cc bracing: 24-26 WEBS 2x4 SP No.3 *Except* 10-0-0 cc bracing: 17-19 16-19,24-27: 2x4 SP No.2 WEBS 1 Row at midpt 6-24, 8-24, 9-23 OTHERS 2x4 SP No.2 *Except* 14-36: 2x8 SP No.3 REACTIONS. (size) 26=0-8-0, 2=0-5-2, 39=0-6-12 Max Horz 2=254(LC 8) Max Uplift 26=-650(LC 8), 2=114(LC 25), 39=209(1_13 8) Max Grav 26=3176(LC 1), 2=600(LC 17), 39=1095(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-695/297, 3-5=-131/619, 5-6=-154/1001, 6-7=-202/1366, 7-8=204/1378, 8-9=-91/580, 9-10=1461/254, 10-12=1461/254, 12-13=1446/260, 13-14=1000/189 BOT CHORD 2-30=-232/558, 29-30=-232/558, 27-29=-526/48, 26-27=285/42, 23-24=-429/113, 22-23=-102/717,20-22=-101/721,19-20=-278/1531,19-35=-316/173,12-35=-316/173, 24-26=-3111/669, 7-24=-355/111 WEBS 3-30=0/260, 3-29=628/169, 5-29=36/446, 5-27=-811/234, 6-27=176/805, 6-24=-1509/344, 8-24=-1749/348, 8-23=-135/967, 9-23=1396/290, 9-20=214/1014, 10-20=-451/168, 16-19=-141/840, 19-34=-192/893, 13-34=-182/843, 16-3=-1037/250, 13-33=-1036/250, 16-32=-225/1238, 14-32=-22O/1210, 24-27=-598/141, 4-39=-1181/229 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=6.Opsf; BCDL=4 Opsf; h=18ft; B=108ft; L=70ft; save=8ft; Cat. Il; Exp B; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DO 1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load sho 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas yvhere a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 39 considers parallel to grain value using ANSI/TPI 1 angle to grain tor0tula. Building designer should verify Joaquin VelerPENo.88182 capacity of bearing surface. I MiTek USA, Inc: FL.Cdrt6634 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) BBBd Parke East Blvd, Tampa FL 33810 26=650, 2=114, 39=209. Data: Continued on page 2 June 14,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEIPAGE'111-7473 5/19,12020 BEFORE Design valid for use onlywith MITek® connectors. This design is based only upon parameters shown, and rev. USE. 1!s for an Individual -building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters end pro building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only,. 3edy Incorporate this design Into the overall Additional temporary Is always required for stability and to prevent collapse with possible personal Injury and property damage. and permanent bracing For general guidance regarding the MiTek fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 206 Duality Criteria, DSB-89 and SCSI Building Component 1 6904 Parke East Blvd. Tampa, FL 36610 6 TrussTruss Type Qty Ply DesalRes 'T24299167 �JO 41792C09Roof Special Girder 1 1Job Reference o Clonal41792 East toast Truss, Ft. fierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 1012:08:54 2021 Page 2 NOTES - ID: Ddwb_872wcNxjodrUVohl zQSRq-Kt4LRiJSRY6JcfVoEifN675viuV4PjsSwv4vNkz7hXN 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 76 lb down and 19 lb up at 45-9-4, and 76 lb down and 19 lb up at 47-9-4, and 65 lb down and 19 lb up at 49-9-4 on top 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 rioted as front (F) or back (B). LOAD CASE(S) Standard 1) Read + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=70, 6-8=70, 8-9=70, 9-14=-70, 2-26=-20, 25-26=20, 19-24=20, 17-18=20, 15-17=20 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED IVIITEK REFERENCE PAGE N111-7473 rov. 511912020 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?PI1 QualltyCdterla, 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 Desal Res' • T24299168 J41792 CIO Roof Special 1 1 Job Reference (optional) • tits[ coos/ Truss, r[. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 10 12:08:56 2021 Page 1 ID: Ddwb_872wcNxjodrLlVohl zQSRq-HGB5sN Nz9M1 ryfBM6hrCQAAli9ltbHIOCZOScz7hXL -1-7-1 7-7-12 14.9-0 19-3-0 25-7.0 30-7.15 36.4.1 42-0.348.1.14 52.8.0 -7-1 12 7.1'-4 4r6.0 6.4-0 5.0.15 5.8-2 5-8-2 -11-1 4.2-104-6.2 Scale = 1:101.6 6.00 12 6x8 = 2x4 11 6x8 = 46 = 5 33 34 6 7 6x8 46 6x8 = 5x6 = 5x6 = 2x4 11 5x8 = 3x6 i 4 8 9 1011 13 14 3 35 36 37 3 39 2x4 I I N 29 28 27 26 41 25 24 20 44 23 22 21 ' N 4x6 = 2x4 II 4x6 4x4 = 6x10 = 44 = N 2x4 II 48 = 6x12 = 18 17 16 15 4x6 = 4x6 = 19 10x10 = 4x10 = 3x10 II 3x4 11 0.012 7-7.12 14.9-0 19.3.0 25-7-0 30-7-15 43-11-4 36-0-1 42-0.3 4 3 46.1.14 52.8-0 0-0 12 7-7-0 7.1-0 4-8-0 8-0A 5.0.15 5-8.2 5-8-2 0 4.2.10 4-6-2 1 5-1 Plate Offsets (X Y)— [4:0-3-0,Edge] [5:0-5-4 0-3-4] [7:0-5-4 0-3-4] [8.0-5-4 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.12 20-21 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.26 20-21 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.10 15 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MS Weight: 447 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 1-4,9-11: 2x4 SP No.2 except end verticals. Except: BOT CHORD 2x6 SP No.2 *Except* 1 Row at micipt 12-17 10-18: 2x4 SP No.3 4-2-0 oc bracing: 11-12 WEBS 2x4 SP No.3 "Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 11-17,6-26: 2x6 SP No.3, 14-15: 2x8 SP No.3 6-0-0 oc bracing: 18-20 OTHERS 2x4 SP No.2 WEBS 1 Row at midpt 3-27, 5-26, B-24 2 Rows at 113 pts 7-26 REACTIONS. (size) 15=Mechanical, 26=0-8-0, 2=0-5-2 Max Horz 2=241(LC 25) Max Uplift 15=-630(LC 8), 26=803(LC 8), 2=-154(LC 18) Max Grav 15=1919(LC 18), 26=3916(LC 29), 2=427(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-205/835, 3-5=288/1406, 5-6=371/2058, 6-7=-371/2058, 7-8=-147/691, 8-9=-1604/306, 9-10=-1591/302, 10-11 =-I 647/361, 12-17=-1830/469, 11-12=-2567/547, 12-13=-862/240, 13-14=-862/240, 14-15=-1837/629 BQT CHORD 2-29=-702/232, 27-29=-702/232, 26-27=-1216/257, 24-26=-524/136, 23-24=103/696, 21-23=-102/702, 20-21=-385/1680, 10-20=-233/256, 16-17=-297/1265 WEBS 3-29=0/382, 3-27=1083/260, 5-27=59/615, 5-26=-1776/364, 6-26=-466/157, 7-26=-2417/476, 7-20-160/1236, 8-24=-1547/326, 8-21=304/1212, 9-21=442/167, 17-20=-560/2481, 11-20=-476/2163, 12-16=-747/144, 13-16=-721/336, 14-16=-411/1501 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=Bft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 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 Qt=lb) 15=630, 26=803, 2=154. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 174 lb down and 129 lb up at 45-9-4. 174 lb down and 129 lb up at 47-9-4, and 174111 down and 129 lb up at 49-9-4, and 560 lb down and 350 Ib up at 51-9-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. .Joaquin Velez PE 'N6._6 42. MiTU 1.13A, ne. FL`Ceif 8634 6904 Parke,Eaet Blvd.,Temps FL 33810 Date: 3nilnuec on page 2 JUr1e 14,LU"L1 O D CASES Standard ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. SIM2020 BEFORE USE. Design valid for use onlywith MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not e a truss system. Before use, the building designer must vedy 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 onty. 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 ANSI/TP/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 Desai Res T24299168 J41792 C10 Roof Special 1 1 Job Reference (optional) • East C —Qu b lvldy 14 cuc 1 nal r UK uruubu IBJ, MU. I Flu JUrl I -I c:uo:Do 4uz 1 raga Z ID:Ddwb 872wcNxjodrLIVohlzQSRq-HGB5sNIGz9MlryfBM6hrCQAAli9ltbHIOCZOScz7hXL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-5=70, 5-7=70, 7-8=70, 8-11=-70, 12-14=-70, 2-20=20, 18-19=-20, 15-18=20 Concentrated Loads (Ib) Vert: 37=-134 38=134 39=134 40=-496 I 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 MiTeM connectors. This design Is based only upon parameters shown, and Is for an individual building component, not at as 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 MiTpJk• 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 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 ,lob Truss Truss Type Oty Ply Desai Res T24299169 J41792 C11 Roof Special 1 1 Jab Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 1012:08:58 2021-Page 1 ID:Ddwb_872wcNxjodrLlVohlzQSRq-DeJsH3MzUmcl4GpZTXjJHrFaPVs3LV02rW17WVz7hXJ -ii-7-10. 5.9-0 10.11-8 12-11-12 20-2.0 27-4-4 32.5.3 38.11.4 45.5-4 5.13 5fl.I.B0 t-7-1 5.9.0 5.2.8 2.0-4 7.2-4 7.2-48.6-0 r-6.6-0 7.10-0 1•B•6 6.00 12 6x8 = 5x8 4x6 5 6 3x6 '- 4 3 2,4 II cq�t 12 d 28 27 ' 4x6 = 2x4 II 7x14 = 4x4 11 26 25 3x4 I I 4x4 11 4x4 = 2x4 II 4x6 = 6x8 = 33 34 7 8 9 6x8 = 2x4 11 4x6 = 7x8 = 10 11 13 35 36 12 T, 37 ]Z. 20 18 24 22 21 19 - 17 6x8 = 4x6 — 4x6 = 2x4 II 5x6 = 4x8 =4x6 = 4x8 = 12-11-12 O-0r12 5.9-0 10.3.0 10,11-8 20-2.0 27.4-0 32.5-3 38-11-0 4554 53.3-4 0-0+ 5-8-0 4-6-0 Orb-e 7-2-4 7-2-0 5-0-15 6E-0-10.0 Scale = 1:105.2 2x4 = 4x10 � 2x4 II d 1415 ab I I� IIj 1N 16 5x6 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (ioc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.17 19-21 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.35 19-21 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.02 16 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -AS LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORC 13-15,14: 2x4 SP N0.2 BOT CHORC BOT CHORD 2x6 SP No.2 `Except` WEBS 5-26: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 25-27: 2x4 SP No.2, 14-16,5-27: 2x6 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (size) 27=0-8-0, 16=0-7-4, 2=0-5-2 Max Horz 2=-220(LC 6) Max Uplift 27=-585(LC 8), 16=439(LC 8), 2=-106(LC 18) Max Grav 27=3327(LC 13). 16=2138(LC 14), 2=250(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TQP CHORD 2-3=-75/641, 3-5=-125/1188, 5-6=-22/1013, 6-7=-1452/418, 7-9=-1452/418, 9-10=-2540/576,10-11=-3180/681,11-13=-8180/682,13-14=-2516/499,14-16=-1992/465 BOT CHORD 2-28=-553/158, 27-28=-553/158, 5-27=450/161, 22-24=271/2176, 21-22=539/3389, 19-21=-537/3393, 17-19=-301/2112, 16-17=-51/253 WEBS 3-28=0/262, 3-27=716/160, 6-27=2714/497, 6-25=-64/291, 6-24=-409/2279, 7-24=-565/207, 9-24=-1249/215, 9-22=-257/1648, 10-22=18621409, 10-19=-363/62, 11 -1 9=-520/180, 13-19=-258/1367, 13-17=-330/133, 14-17=-263/1933 Weight: 436 lb FT = 20% Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. 1 Row at midpt 6-27, 7-24, 9-24, 10-22, 10-19 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108R; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 27=585,16=439,2=106. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. .Joaquin Vol az•PE No.681812 MiTek USA,;ln'e. FL'Cert 8634 6604 Parke East Blvd. Tamps FL 33610 Date: June 14,2021 ® WARNING - Varify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1711.7473 rev. 5M9/2020 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 verily the applicabilfty 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@lonal temporary and permanent bracing WOW always required for stabllfty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP/f Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety/nformat/on available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Desal Res J T24299170 J41792 C12G Roof Special Girder 1 q J Job Reference (optional) om wam „u—, rr. rro.ue, rL - ogw"v, e.43U 5 May lZ ZUZI MI I eK Inauslrle5, Inc. I nu Jun lu iz:u`d:UI ZUZI rage 1 ' ID: Ddwb_8?2wcNxjodrLIVohl zQSRq-dD?_v50mh?JxkX8BgHOvUt1 hjvyYr7UXUGn7gz7hXG ,1-7-0, 7-2-4 12-7-'12 18-3-0 23-3-15 29-10-0 36:-0 43-0-4 44-B-1Q 1-7-0 5-7-4 5 5-8 5-7 4 5-0-15 6-6-0 6 6-0 6-8 4 Scale = 1:80.3 6.00 12 3x8 = 5x8 = 2x4 11 3x6 = 4xl0 26 2 3 4 5 65x5 = - 24 23 22 - 1. -- - oo -- 19 -• ao io 17 -- gu gi 16 10 gL 14 13 6x10 11 7x8 = 6x8 = 4x8 = Bx8 = 46 = 3x6 11 6x8 = 4x16 = 3x10 11 5x6 = 3x6 II 7-2-4 , 12-7-12 1 18-3-0 1 23-3-15 1 29-10-0 35-4-0 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020/TPI2014 CS1. TC 0.88 BC 0.48 WB 0.97 Matrix -MS DEFL. in (loc) I/deft L/d Vert(LL) 0.29 16-17 >999 240 Vert(CT) -0.55 16-17 >924 180 Horz(CT) 0.08 13 n/a n/a PLATES GRIP MT20 244/190 Weight: 1167 lb FT = 20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 5-64 oc purlins, 7-9: 2x4 SP M 31 except end verticals. BOT CHORD 2x8 SP SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* 2-22,4-22,4-19: 2x4 SP No.2, 1-24,11-13: 2x8 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (size) 24=0-8-0, 13=0-7-4 Max Horz 24=-244(LC 8) Max Uplift 24=-2605(LC 8), 13=-2313(LC 8) Max Grav 24=8744(LC 1), 13=6725(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1765/538, 2-3=-6681/2060, 3-4=6681/2060, 4-6=-11548/3548, 6-7=1285613890, 7-8=-17012/5091, 8-10=-7772/2751, 10-11=-8715/3005, 1-24=-7672/2299, 11-13=-6549/2287 YOT CHORD 23-24=-147/362, 22-23=-311/1431, 20-22=-2806/9975, 19-20=-2806/9975, 17-19=-4924/17024, 16-17=-4084/13721, 14-16=4084/13721, 13-14=-127/408 WEBS 2-23=-6430/1993, 2-22=-2793/9137, 3-22=-445/165, 4-22=-5773/1772, 4-20=-633/2224, 4-19=-826/2750, 6-1 9=-1 591/5337, 7-19=-7923/2380, 7-17=-549/178, 8-17=1086/4277, 8-16=-362/1680, 8-14=-7731/1955, 10-14=-1026/3326, 1-23=-1960/6566, 11-14=-2543/7651 NOTES- 1) 3-ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-5-0 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 6) Provide adequate drainage to prevent water ponding. Joaquin Uelez;pE No:881B2 Joaquin z,01E 10;9 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 62 Ve 634 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 6904 PUSAVInbaItt Blvd. Tampa FL 33610 will fit between the bottom chord and any other members, with BCDL=10.Opsf. Date: 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 24=2605, 13=2313. ,June 14,2021 ® WARNING - Vedty design parameters end 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 applicabllity 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. AddlIonal 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 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 Desai Res T24299170 J41792 C12G Roof Special Girder 1 3 Job Reference o tional tea., woof ''t,00, rt. riercu, rr_ - oyyyo, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 10 12:09:012021 Page 2 NOTES- 1 D:Ddwb_872wcNxjodrLlVohl zQSRq-dD?_v50mh?JxkX88gHOvUtl hjvyYr7UXUGn7gz7hXG 10) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 300 Ib down and 320 lb up at 36-4-0 on top chord, and 693 lb down and 165 lb up at 1-10-4. 667 lb down and 237 lb up at 3-10-4, 667 lb down and 237 lb up at 5-10-4, 667 lb down and 237 lb up at 7-10-4, 667 lb down and 237 lb up at 9-8-4. 667 lb down and 237 lb up at 11-8-4, 667 lb down and 237 lb up at 13-0-4, 667 lb down and 237 lb up at 15-0-4, 667 lb down and 237 lb up at 17-0-4, 667 lb down and 231 lb up at 19-0-4, 667 lb down and 213 lb up at 21-0-4, 682 lb down and 197 lb up at 23-0-4, 682 lb down and 195 lb up at 25-0-4, 1532 lb down and 384 lb up at 27-0-4, and 765 lb down and 218 lb up at 34-1-12; and 358 lb down and 603 lb up at 36-3-4 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: 1-2=70, 2-6=-70, 6-7=70, 7-10=-70, 10-11=-70, 11-12=-70, 13-24=-20 Concentrated Loads (lb) Vert: 10=-155(B) 23=693(B) 14=-358(B) 18=-667(B) 28=-667(B) 30=-667(B) 31=667(B) 32=-667(B) 33=-667(B) 34=667(B) 35=667(B) 37=-667(B) 38=667(B) 39=-682(B) 40=682(B) 41=1532(13) 42=-765(B) �l ® WARNING -Verity design parametersand READ NOTES ON THIS AND INCLUDED IVIITEK REFERENCE PAGE 1411-7473 rev. 5119,12020 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 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 ANSUTPII 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 Qty Ply Desai ResT24299171 TDO Job HIP GIRDER 1 Job Reference (optional) • East Coast Truss, Ft. Pierce, FL - 34946, 1 2 o.-s may iz NGi ivil iwK amustrles, Inc. inu Jun iu iz;Ve;V3 zuz1 rage -1 I1): Ddwb_8?2wcNxjodrLlVohl zQSRq-ac6IKnQ6JJF1 B, hXG5JU_vzQHWXeOxin?oluCjz7hXE 4-2-11 , 5-3-14 8-2-8 11-1-2 , 12-2-5 , 13-10-0 , 16-M . 18.0-10 . APPLY 2 X 4 SP M 31 SCAB TO ONE FACE OF TRUSS. ATTACH WITH 2 ROWS OF 10d NAILS (0.131" X 3") 4.24 F12 SPACED @ 2" O.C. USE 2" MEMBER END DISTANCE. 4x4 5x5 = 1x4 II 5x5 = 5 29 6 30 7 8 4x4 6.00 12 4 7 28A 2-4-15 5� x12 i 16 31 32 15 33 34 14 5x12 \ 6x6 = 3x8 = 6x6 = _� dl 1817 4x4 = 3x4 II 1312 dl 1_J C 3x4 11 4x4 = Scale = 1:36.0 LOADING (psf) SPACING- 2-0-0 CSI, DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.17 15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.38 15 >519 160 BCLL 0.0 Rep Stress [nor NO WB 0.19 Horz(CT) 0.33 10 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 219 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. 1-4,8-11: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP No.2 *Except* 3-9: 2x6 SP SS, 3-18,9-12: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP M 31 "Except* 1-19,11-20: 2x4 SP No.2 LBR SCAB 1-4 2x4 SP M 31 one side 8-11 2x4 SP M 31 one side WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0.8-0, 10=0-8-0 Max Horz 2=96(LC 7) Max Uplift 2=-348(LC 8). 10=348(LC 8) Max Grav 2=1218(LC 29), 10=1218(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-22=-820/243, 3-4=4019/953, 4-5=3957/958, 5-6=-3465/872, 6-7=-3465/872, 7-8=-3895/958, 8-9=-3977/953, 9-10=-806/243 BOT CHORD 3-16=-776/3706, 15-16=-677/3170, 14-15=-657/3138, 9-14=-765/3646, 3-18=82/470, 9-12=-77/452 WEBS 5-16=-217/1076, 5-15=-120/453, 6-15=293/120, 7-15=119/453, 7-14=-217/1040 NOTES- 1) 2-ply truss to be connected together with 10d (0,131'W") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 Co. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 Co. 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) N/A 4) N/A 5) Unbalanced roof live loads have been considered for this design. 6) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 7) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 8) Provide adequate drainage to prevent water ponding. 9) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these.factors. Joaquin; Velez,I .E No.681,812 MiT4kUSA Inc:FL.Cert6634, 6904,113arkeEast Blvd; Tempa_PL 33610 Date: June 14,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate thls,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 iviiTek• always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricallon, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Duality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 .Job Truss Truss Type Qty Ply Desai Res T24299171 J41792 D01G HIP GIRDER 1 2 Job Reference (optional) vvam ,iu FL. rieico, rL-0—D, ti.43u s May 1 z 2021 Mil eK Industries, Inc. Thu Jun 10 12:09:042021 Page 2 ID:Ddwb 8?2wcNxjodrLlVohlzQSRq-2og7Y7Qk4cNuoBGjgogjW6Vb1wtt10?wDSVRkgz7hXD NOTES- 10) This truss has been designed for a 10.0 psf bottom chord live load noncdncurrent with any other live loads. 11) • 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. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 2=348, 10=348. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 157 lb down and 91 lb up at 4-2-11, 140 lb down and 88 lb up at 5-3-14, 130 lb down and 80 lb up at 6-2-8, .130 lb down and 79 lb up at 8-2-8, 130 lb down and 80 lb up at 10-2-8, and 140 Ib down and 88 lb up at 11-1-2, and 157 lb down and 91 lb up at 12-2-5 on top chord, and 71 lb down and 48 lb up at 4-2-11, 83 lb down and 27 lb up at 5-3-14, 63 lb down and 26 lb up at 6-2-8, 63 lb down and 26 lb up at 8-2-8. 63 lb down and 26 lb up at 10-2-8, and 83 lb down and 27 lb up at 11-1.2, and 71 lb down and 48 lb up at 12-2-5 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 (pif) Vert: 1-3=70, 3-4=70, 4-5=70, 5-7=70, 7-8=-70, 8-9=-70, 9-11=-70, 18-21=20, 17-18=-20, 3-9=-20, 12-13=20, 12-24=20 Concentrated Loads (lb) Vert: 5=-64(F) 7=-64(F) 16=-58(F) 15=62(F) 6=63(F) 14=-58(F) 29=-63(F) 3Q=-63(F) 31=68(F) 32=-62(F) 33=-62(F) 34=-68(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED t ITEK REFERENCE PAGE kill-7473 rev. 6r19/2020 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 MiTQk� Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage,,delivery, erection and bracing oftrusses and truss systems, see ANSI/rPI1 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, MD 20601 Tampa, FL 36610 .Job Truss Truss Type Qty Ply Desai Res T24299172 J41792 D02 HIP 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 6.430 s May 12 2021 MTek Industries, Inc. Thu Jun 1012:09:05 2021 Page 1 ID: Ddwb_872w6NxjodrLIVohl zQSRq-W7EVISRMrwVIQLrvNVLy3K2ojKDaUtB4S6E7Gbz7hXC 2-7-0 7-0-0 9-5-0 13-10-0 16 5-0 2-7-0 4-5-0 2-5-0 4-5-0 2-7-0 3x4 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 7-0-0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 LUMBER - TOP CHORD 2x6 SP SS 'Except' 3-4: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 6=0-8-0 Max Horz 1=106(LC 7) Max Uplift 1=-144(LC 8), 6=144(LC 8) Max Grav 1=708(LC 1), 6=708(LC 1) 48 = 06 = Scale = 1:27.2 VERTICAL SUPPORT OF FREE END 3x4 = OF CHORD IS REQUIRED. 9-5-0 13-10-0 16-5-0 2-5-0 4-5-0 2-7-0 [5:0-3-8,Edge], [6:0-6-0,0-1-4] CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.55 Vert(LL) -0.15 9-18 >999 240 MT20 2441190 BC 0.69 Vert(CT) -0.35 9-18 >535 180 WB 0.07 Horz(CT) 0.28 6 n/a n/a Matrix -AS Weight: 75 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 260 (lb) or less except when shown. TOP CHORD 2-11=-301/85, 2-3=1246/257, 3-4=1153/277, 4-5=-1248/256, 5-6=-273/85 BOT CHORD 2-9=-146/1144, 8-9=-145/1151, 5-8=145/1145 NOTES- 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7716; VUIt=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 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 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. 8) Bearing atjoint(s) 1, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. - 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=144, 6=144. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 _ MiT.4 USA,;Inb.;FL'CM,6634 W&arke East Blvd. Tampa FL 33610 Date: June 14,2021 ® 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. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS111"P11 quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 .Job Truss Truss Type Qty Ply Desai Res T24299173 J41792 D03 Roof Special 6 1 o tlonal Job Reference(opt East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 1012:09:05 2021 Page 1 ID:Ddwb_8?2wcNxjodrLIVohlzQSRq-W7EVISRMrwVIQLrvNVLy3K2o1 KDNUrl4S6E?Gbz7hXC 1-7-10 2-7-0 8-2-8 10-1-0 13-10-0 164-4 1-7-10 2-7-0 5-7 8 1-101 3-9-0 2 6 4 5x6 = 3 1x4 Scale = 1:30.4 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC202OFrPI2014 CSI. TC 0.53 SC 0.64 WB 0.23 Matrix -AS DEFL. In Vert(LL) -0.18 Vert(CT) -0.42 Horz(CT) 0.31 (loc) I/defl Lid 3-7 >999 240 3-7 >455 180 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 93 lb FT = 20% LUMBER- BRACING. TOP CHORD 2x4 SP M 31 'Except" TOP CHORD Structural wood sheathing directly applied. 4-6: 2x6 SP DSS BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 `Except` 3-5: 2x6 SP SS WEBS 2x4 SP No.3 OTHERS 2x4 SP M 31 'Except* 1-10: 2x4 SP No.2 LBR SCAB 1-4 2x4 SP M 31 one side WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 6=0-7-4, 2=0-8-0 Max Horz 2=139(LC 7) Max Uplift 6=-141(LC 8), 2=208(LC 8) Max Grav 6=724(LC 1), 2=824(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-12=-488/105, 3-4=-1377/271, 4-5=1324/267, 5-6=-316/82 BOT CHORD 3-7=-135/1200, 5-7=-132/1175, 3-9=23/270 WEBS 4-7=-57/594 NOTES- 1) Attached 10-9-8 scab Ito 4, front face(s) 2x4 SP M 31 with 1 row(s) of 10d (0.131"x3") nails spaced 9" o.c.except :starting at 0-5-10 from end at joint 1, nail 2 row(s) at 3" o,c. for 4-6-7. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); 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 specific to the use of this truss component. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 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. 8) Bearing at joint(s) 6 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=141,2=208. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. .Joaquin Velez, PE.No.6.8182' MITekUSQ Inc "Cart-6834. 990dParke Ea9t Blvtj;Tempe;FL 3381a Date: June 14,2021 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 611912020 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 �w a truss system. Before use, the building designer must vedty 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 end/or chord members only. Additional temporary and permanent bracing Is MiTek always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 .Job ' Truss Truss Type Qty Ply Desai Res T24299174 J41792 D04 Common 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 1012:09:06 2021 Page 1 ID:Ddwb_8?2wcNxjodrLiVohlzQSRq_BotyoS_cEdc2VQ6xDsBcXbynkasDJ Dhm Yplz7hXB 4A-8 8-2-8 15-10.0 4A-8 3-10-0 7-7-8 4x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020ITP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Right 2x4 SP No.3 -t 2-6-0 REACTIONS. (size) 1=0-8-0, 5=Mechanical Max Horz 1=-123(LC 6) Max Uplift 1=-144(LC 8), 5=145(LC 8) Max Grav 1=713(LC 1), 5=713(LC 1) 4x6 = 3x4 = 4x4 II Scale = 1:29.1 Id CSI. DEFL. in (loc) Well Lid PLATES GRIP TC 0.60 Vert(LL) -0,08 6-9 >999 240 MT20 244/190 BC 0.63 Vert(CT) -0.16 6-12 >999 180 WB 0.16 Horz(CT) -0.01 5 n/a n/a Matrix -AS Weight: 66 lb FT = 20% BRACING. TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1185/277, 2-3=-905/227, 3-5=854/210 BOT CHORD 1-6=-203/1050, 5-6=-93/764 WEBS 2-6=-367/125, 3-6=-21/430 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 (A=lb) 1=144, 5=145. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. .Joaquin Velez PE No:88182 MiTek 11SA,4hb.:FL'Ce R;8834 6004,Perke.East BIyd; _. - p1 F.L:33s10 Date: June 14,2021 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Nil[-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 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/TPI? 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 ob Truss Truss Type City Ply Desai Res / T24299175 J41792 D05 Monopitch 8 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 1012:09:07 2021 Page 1 ID:Ddwb_872wcNxjodrLlVohlzQSRq-SNMGABTcNXITff71VwOQ8176d8wcyjBMwQj5LUz7hXA . 7-7-6 15-4-14 7-7-6 7-9-8 6.00 12 3x4 II 4 7 6 5 3x4 = 3x8 I 1x4 II 3x4 = 4x4 = I Scale = 1:50.0 T- 7-7-6 15-4-14 T7--6 - i 7-9-8 Plate Offsets (X Y)— [1:0-2-13 Edge] [1:0-0-0 0-1-2] [3:0-2-0 Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.08 5-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.16 5-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.36 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -AS Weight: 79 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-5, 2-5 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 1=Mechanical, 5=Mechanical Max Horz 1=292(LC 8) Max Uplift 1=-61(LC 8), 5=-217(LC 8) Max Grav 1=687(LC 1), 5=737(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-959/55 BOT CHORD 1-7=-256/842, 5-7=256/842 WEBS 2-7=0/342, 2-5=-929/284 , NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except qt=lb) 5=217. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. .Joaquin Velez PE NoAli182 MiTA USA, Ihc.,FL'Ceit.0634 8804,0atke,East BlvdJampe,FL 33010 Date: June 14,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE kill-7473 mv. 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 verity the applicability of design parameters and property Incorporate this design Into the overall u building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is MiTek' always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criterfe, 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' b TrussTruss Type City Ply Desai ResT24299176 P 1792 DO6 Half Hip 1 1 Job Reference (optional) East Coast Truss, Ft. fierce, FIL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 1012:09:08 2021 Page 1 ID: Ddwb-8?2wcNxjodrLIVohl zQSRq-waweNUUEBrtKHoaU3evfhygJgXFVhBW W84Tflwz7hX9 7-4-2 14-6-14 1 -1 7.4-2 7-2-12 10- 6.00 12 4x6 = 2x4 II ° 6 3x4 = 3x8 1 x4 II 4x4 = 4x8 II I I Scale = 1:49.4 LOADING (psf) _ TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.56 BC 0.62 WB 0.48 Matrix -AS DEFL. in Vert(LL) -0.10 Vert(CT) -0.20 Horz(CT) 0.02 (loc) I/deft Lid 6-8 >999 240 6-8 >923 180 6 , n/a n/a PLATES GRIP MT20 2"1190 Weight: 89 lb FT = 20%. LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 2-6 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 1=Mechanical, 6=Mechanical Max Horz 1=279(LC 8) Max Uplift 1=-68(LC 8), 6=-211(LC 8) Max Grav 1=687(LC 1), 6=727(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-972/67 BOT CHORD 1-8=-256/853, 6-8=-256/853 ,WEBS 2-B=0/344, 2-6=-896/265, 4-6=-466/233 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=Bft; Cat. ll; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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. 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) 1 except pt=lb) 6=211. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiT.ek'USAOrdf . FL:C01:0034 6904'Parke East Blvd: Tampa FL 33610 Data: June 14,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 applirabllily 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?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 Type qty Ply Desal Res VDO T24299177 J41792 Half Hip 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, O.'lou s May lL LUCI iVli i eK Inuumnes, Inc. Inu Jun lu lZ:ua:ua zuzi rage 1 vcNxjodrLlVohl zQSRq-OmUObgUsv97Bvy9hcLQuDAD WmxeOQX2fNkCCPMz7hX8 !-6-14 15-4-14 -2-12 2-10-0 6.00 12 4x6 = 3x4 = Scale = 1:42.8 4 5 9 8 7 6 3x4 = 1x4 II 3x4 = 3x8 = 2x4 II 3x8 I I LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020lrP12014 CSI. TC 0.42 BC 0.41 WB 0.72 Matrix -AS DEFL. in Vert(LL) -0.04 Vert(CT) -0.08 Horz(CT) 0.02 (loc) Vdefl • Ud 7-9 >999 240 7-9 >999 180 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 93 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 6=Mechanical, 1=Mechanical Max Harz 1=241(LC 8) Max Uplift 6=-193(LC 8), 1=85(LC 8) Max Grav 6=699(LC 13), 1=689(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1015/116, 2-4=-384/36, 4-5=-253/69, 5-6=685/190 BOT CHORD 1-9=-272/901, 7-9=272/901 WEBS 2-9=0/267, 2-7=730/228, 5-7=-188/694 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=6.Opsf, BCDL=4.Opsf; h=18ft; B=108ft; L=7Dft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 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) 1 except (jt=lb) 6=193. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chard and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE'Nai:08182 MiVk USA,1ric. FL'Cer1:1834 8904'Parke East Blvd.,Ternpa FL 33010 Date: June 14,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED IVI TEK REFERENCE PAGE 10II-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 MOW building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 V'iTek' 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/rill 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 ob Truss- Truss Type Qty Ply Desai Res T24299178 J41792 D08 Half Hip' 1 1 Job Reference (optional) Last coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 1012:09:10 2021 Page 1 ID: Ddwb_872wcNxjodrLIVohl zQSRq-sy20oAWgS72W6jtA3x7m NliDL?s92SpcOymypz7hX7 -1-7-10 5-9.4 11.0-0 15-10-0 ' 1-7.10 5-9-4 5-2-12 4-10-0 1x4 4x6 = 6.00 12 3x4 = 3x4 = 1x4 II 2x4 II 3x8 = 5-9-4 Scale = 1:36.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.03 10-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.08 10-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(CT) , 0.02 7 n/a n/a BCDL 10.0 Code FB62020/TPI2014 Matrix -AS Weight: 91 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (size) 7=Mechanical, 2=0-8-0 Max Horz 2=249(LC 8) Max Uplift 7=177(LC 8), 2=170(LC 8) Max Grav 7=702(LC 1), 2=802(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1137/151, 3-5=-572/93, 5-6=-436/115, 6-7=-659/190 BOT CHORD 2-10=-277/1006, 9-10=-277/1006 WEBS 3-9=-645/181, 6-9=176/670 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 (jt=lb) 7=177, 2=170. - 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. .Joaquin Velez PE 1,16.68182 MiTek USA, Inc: FL.Ctirt,8834 6904 Parke test Blvd; 7ampe,F.L 33010 Date: June 14,2021 ®WARNING - Varlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rov. 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. Addlional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse'wKh 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 Desai Res T24299179 J41792 D09 Roof Special 1 1 Jab Reference (optional) test toast I russ, Ft. Pierce, FL - 34945, 8.430 s May 12 2021 MTek Industries, Inc. Thu Jun 10 12:09:11 2021 Page 1 ID:Ddwb_872wcNxjodrLlVohl zQSRq-L9bmOW W7RmFv8Gl3kmSMJblsbIGPuYryg2hJ UFz7hX6 -1-7-10 4-9.4 9-0-0 14-0-15 15-10-0 1-7.10 4-9.4 4-2,12 5-0.15 1-9-1 Scale=1:35.1 2x4 11 1x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLI 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.12 10-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 SC 0.67 Vert(CT) -0.27 10-14 >709 180 BCLL 0.0 Rep Stress [nor YES WB 0.32 Horz(CT) 0.02 8 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -AS Weight: 91 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (size) 8=Mechanical, 2=0-8-0 Max Horz 2=241(LC 8) Max Uplift 8=-175(LC 8), 2=173(LC 8) Max Grav 8=702(LC 1), 2=802(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1125/184, 3-5=-778/113, 5-6=629/130 BOT CHORD 2-10=-306/1019 WEBS 3-10=-435/161, 6-10=-130/552, 6-8=692/199 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. NOTES- 1), Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) This truss has been designed for a 10.0 pelf 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) 8=175, 2=173. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez P.E No.68182 MiTek USA, Inc: FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 14,2021 ALWARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE hill-7473 rov. 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 verity 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 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 ANS11nP11 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 Desai Res T24299180 J41792 D10G Roof Special Girder 1 1 Job Reference (optional) East coast I russ, m. 11lance, t-L - 34y46, 8,430 s May12 2021 MiTek Industries, Inc. Thu Jun 10 12:09:12 2021 ID: Ddwb_872wcNxjodrLIVohl zQSRq-pL99DsX1B4NmmQtG lUzbrorvS9bydsR63iRs1 -1-7-10 3-9-4 1 7-0-0 12-0-15 15-10-0 1x4 Scale = 1:35.1 2x4 II 6 3x4 = 3xa = 1x4 II sxo = LOADING (psf) SPACING- 2-0-0 CSI. TCLL I Plate Grip DOL 1.25 TC 0.84 TCDL 15.0 Lumber DOL 1.25 BC 0.71 BCLL 0.0 ' Rep Stress Incr NO WB 0.87 BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 *Except* 4-5: 2x4 SP No.I BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (size) 7=Mechanical, 2=0-8-0 Max Horz 2=241(LC 8) Max Uplift 7=-364(LC 8), 2=306(LC 8) Max Grav 7=1552(LC 1), 2=1317(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2315/468, 3-4=-2087/430, 4-5=1840/411 BOT CHORD 2-10=-568/2042, 8-10=-281/1256, 7-8=284/1248 WEBS 3-10=-340/181, 4-10=0/412, 5-10=244/722, 5-8=0/388, 5-7=-1746/396 12-0-15 DEFL. in (loc) I/defl Lid PLATES GRIP Vert(LL) -0.05 10-14 >999 240 MT20 244/190 Vert(CT) -0.13 10-14 >999 180 Horz(CT) 0.04 7 n/a n/a Weight: 92 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-9-14 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 Ot=lb) 7=364, 2=306. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 345 lb down and 256 lb up at 7-0-0, 194 lb down and 134 lb up at 9-0-12, and 194 lb down and 134 lb up at 11-0-12, and 189 lb down and 142 lb up at 15-0-12 on top chord, and 398 lb down and 90 lb up at 7-0-0, 89 lb down at 9-0-12, 89 lb down at 11-0-12, and 89 lb down at 13-0-12, and 97 lb down at 15-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Continued on page 2 Joaquin Velez PE No.68182 MiTek 1J*, !na. FL Cert 0834 6604 Parke East Blvd. Tampa FL,SU10 Date: June 14,2021 ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED N11TEK REFERENCE PAGE MII-7473 rov. 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 verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PIf Quality Criteria, DSB-89 and SCSI 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 Desai,Res T24299180 J41792 D100 Roof Special Girder 1 1 Job Reference (optional) east L oast I russ, rt. rterce, rL - 64W4ti 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 10 12:09:12 2021 Page 2 w ID: Ddwb_872wcNxjodrLlVohl zQSRq-pL99DsXIB4Nmm QtGlUzbrorvS9bydsR63iRsOhz7hX5 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4=70, 4-5=70, 5-6=-70, 7-12=-20 Concentrated Loads (lb) Vert: 4=-214(B) 10=398(B) 15=-152(8) 16=-152(B) 17=165(B) 18=-70(B) 19=-70(B) 20=-70(8) 21=74(B) ® WARNING - Vanity design parameters and READ NOTES ON THIS AND INCLUDED t 11TEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MITekS connectors. This design Is based only upon parameters shown, 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 ANS11TP/1 Duality Criteria, DSB-89 and SCSI Building Component 6904 Parka 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 Desai Res T24299181 A792 E01G Hip Girder 1 q J Job Reference o tional East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MITek Industries, Inc. Thu Jun 1012:09:14 2021 Page 1 ID:Ddwb_872wcNxjodrLlVohlzQSRq-IjHveXY7jhdT71 ePuO3wDwM8yD85gyOXOwz5az7hX3 F 4-0-0 8-0-9 11-11-7 16-0-0 20-M 4-0-0 4-0.9 3-10-13 4-0.9 4-0-0 Scale = 1:32.8 4x8 = 1x4 If 3x4 = 4x8 = 6.00 12 2 16 3 17 4 18 5 3x8 — 2x4 II 4x8 = 6x6 _ 4x4 = 2x4 II 3x6 — 4-0-0 8-0-9 11-11-7 16-0-0 20-0-0 4-0-0 4-0-9 3-10-13 4.0-9 4A-0 Plate Offsets (X,Y)-- [1:0-8-0,0-0-13] [2:0-5-8 0-2-0] [5i0-5-8,0-2-01,[6:0-4-4 0-1-131 LOADING (psf) SPACING- 2-0-0 CSI.•• DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.16 8-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.34 8-10 >704 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.55 Horz(CT) 0.07 6 n/a rile BCDL 10.0 Code FBC2020rrPI2014 Matrix -MS Weight: 316 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 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 6=0-8-0 Max Horz 1=62(LC 24) Max Uplift 1=-614(LC 8), 6=-679(LC 8) Max Grav 1=4384(LC 1), 6=4759(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-8955/1267,2-3=-11886/1667,3-4=-11886/1667,4-5=-12046/1691,5-6=-9044/1291 BOT CHORD 1-11=-1079/7981, 10-11=-1093/8114, 8-10=-1614/12046, 7-8=-1116/8199, 6-7=-1102/8066 WEBS 2-11 =-1 92/1809, 2-10=-578/4235, 3-10=-346/155, 4-8=-288/149, 5-8=7579/4319, 5-7=-202/1807 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 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-8-0 cc. 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 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=&0psf; BCDL=4.Opsf; h=18ft; B=108ft; L=70f; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a 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 Gt=lb) 1=614, 6=679. Continued on page 2 .Joaquin.Velez PE'No.68182 ]YINI USA;;Inc. FL Ceid.8834 6604 Perko East Blvd:Tampa,F.L 33610 Date: June 14,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE A•111-7473 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 applicabllity 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 ANSIITP11 Quality Criterle, 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 Truss Type Qty Ply Desai ResT24299181 �cb TE 41792 Hip Girder 1 3 Job Reference (optional) r aai �ucm r i uss, rt. nerve, rL - age4o, 6.431J S May 12 2U21 MITeK industries, Inc. ThU Jun 10 12:09:14 2U21 Page 2 NOTES- ID:Ddwb 872wcNxjodrLIVohlzQSRq-IjHveXY7jhdT9jlePuO3wDwM8yD85gy0XDwz5az7hX3 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 207 lb down and 140 lb up at 4-0-0, 113 lb down and 72 lb up at 6-0-12, 113 lb down and 72 lb up at 8-0-12, 113 lb down and 72 lb up at 10-0-0, 113 lb down and 72 lb up at 11-11-4, and 113 lb down and 72 lb up at 13-11-4, and 207 lb down and 140 lb up at 16-0-0 on top chord, and 667 lb down and 81 lb up at 1-11-4. 667 lb down and 81 lb up at 3-11-4, 169 lb down and 54 lb up at 4-0-0, 667 lb down and 81 lb up at 5-11-4. 38 lb down at 6-0-12, 667 lb down and 81 lb up at 7-9-4, 38 lb down at 8-0-12, 667 lb down and 81 lb up at 9-9-4, 38 lb down at 10-0-0. 667 lb down and 81 lb up at 11-1-4, 38 lb down at 11-11-4, 667 lb down and 81 lb up at 13-1-4, 38 Ib'down at 13-114, 667 lb down and 81 lb up at 15-1-4, 169 lb down and 54 lb up at 15-11-4, and 667 lb down and 88 lb up at 17-1-4, and 668 lb down and 104 lb up at 19-1-4 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: 1-2=70, 2-5=70, 5-6=70, 1-6=20 Concentrated Loads (lb) Vert: 2=-43(B) 5=-43(B) 9=695(F=667, 13=29) 11=781(17=667, B=114) 10=-695(F=-667, B=-29) 3=-43(B) 4=-43(8) 8=-29(B) 7=114(B) 15=668(F) 16=-43(B) 17=-43(B) 18=-43(B) 19=667(F) 20=-695(F=-667, B=-29) 21=-667(F) 22=667(F) 23=29(B) 24=-667(F) 25=-667(F) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 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 property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/f Duality 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 dob Truss Truss Type Qty Ply Desai Res T24299182 J41792 F01G HIP GIRDER 1 1 Jab Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s. May 12 2021 MiTek Industries, Inc. Thu Jun 1012:09:16 2021 Page 1 ID:Ddwb 8?2wcNxjodrLlVohlzQSRq-h6Pf3DaFFItBE1B1XJ2X0e?m7myFZrih_KP49Sz7hX1 1-7-10 3-5-5 5-0-14 6-7-2 8-2-14 11-8-0 13-3-10 1 1-7-10 3-5-5 1-7-9 1-6-5 1-7-11 3-5-2 1-7-10 1x4 3.90 12 5x5 = 4x4 = 4 20 5 3x4 = 3x4 = Scale = 1:26.4 3 5 5 6-7-2 8-2-14 11-8-0 3-5-5 3-1-14 1-7.11 3-5-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (toc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) 0.03 10-11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.05 10-11 >999 180 SCLL- 0.0 ' Rep Stress Incr NO WB . 0.08 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 63 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (size) 2=0-8-0, 7=0-8-0 Max Horz 2=-86(LC 6) Max Uplift 2=-338(LC 8), 7=-338(LC 8) Max Grav 2=843(LC 29), 7=844(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1400/425, 3-4=-1305/435, 4-5=1207/379, 5-6=-1268/388, 6-7=-1367/429 BOT CHORD 2-11=-296/1255, 10-11=-257/1167, 9-10=-295/1196, 7-9=299/1199 Structural wood sheathing directly applied or 4-11-4 oc purlins. 10-0-0 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); porch 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 at=lb) 2=338, 7=338. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 102 lb down and 67 lb up at 3-5-4, 78 lb down and 57 lb up at 5-0-14, 126 lb down and 83 lb up at 5-10-0, and 78 lb down and 57 lb up at 6-7-2, and 102 lb down and 67 lb up at 8-2-14 on top chord, and 135 lb down and 10 lb up at 3-5-4, 192 lb down and 5 lb up at 5-0-14, 71 lb down at 5-10-0, and 192 lb down and 5 lb up at 6-7-2, and 135 lb down and 10 lb up at 8-2-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face, of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=70, 3-4=70, 4-5=70, 5-6=-70, 6-8=-70, 14-17=-20 Continued on page 2 Joaquin Velez PE No.86182 MiTek USAr lnc: FL Cert 8634 6904 Parke East Blvd. Tampa FL.33910 Date: June 14,2021 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,111-7473 rev. 511912020 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 I always required for stability and to prevent 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/TPN 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 tob Truss Truss Type Qty Ply Desai Res T24299182 J41792 F01G HIP GIRDER 1 1 Job Reference o tional Cast Goast truss, ht. Fierce, f L - 34946, LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 11=-51(F) 10=117(F) 9=51(F) 20=-60(F) 21=-117(F) 22=36(F) 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 1012:09:16 2021 Page 2 ID:Ddwb 872wcNxjodrLIVohlzQSRq-h6Pf3DaFFItBE1B1XJ2XOe7m7myFZrih_KP49Sz7hX1 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NIII-7473 rev. 5119.12020 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 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 fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/l Quality Criteria, DSB-89 and BCSI Building Component Safety lnformatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 dob Truss Truss Type Qty Ply pesai Res T24299183 J41792 F02 COMMON 2 1 Job Reference (optional) ' East Coast Truss, Ft. Pierce, FL - 34946, 1x4 1 5.43U S May lZ ZU21 MIIeK Inaustrle5, Inc. -Ihu Jun lU 12:U9:1 (2UZ1 ID:Ddwb 8z2wcNxjodrLlVohlzQSRq-9lz2GZbuOcO2sBmD4lZmYsYrQAJoll9rD 8dl 4x4 = 4 Scale = 1:25.0' 1x4 II id - II OA4 - 5-10-0 11-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.10 7-16 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.13 7-16 >967 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.07 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC20201TP12014 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.3 *Except* 4-7: 2x4 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (size) 5=0-8-0, 8=0-8-0 Max Horz 8=-11O(LC 6) Max Uplift 5=-288(LC 8), 8=331(LC 8) Max Grav 5=537(LC 1). 8=696(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-305/138, 3-4=506/253, 4-5=-476/234 BOT CHORD 2-8=-105/370, 7-8=-102/370, 5-7=-102/370 WEBS 3-B=-501/226 PLATES GRIP MT20 244/190 Weight: 50 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD 10-0-0 cc bracing. NOTES- J 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.1 B; MWFRS (directional); porch 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at=lb) 5=288,8=331. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord. :Joaquin Velez PE�No88182'' M(T,ek,USA, Inc.;FL:C01:1634' 8904 Parkg East Blvd. Tempe FL 33610 Date: June 14,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED IAITEK REFERENCE PAGE N111-7473 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 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 ANSI1nP11 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 yob ' Truss Truss Type Qty Ply Des Res T24299184 J41792 F03 COMMON 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MTek Industries, Inc. Thu Jun 10 12:09:18 2021 Page 1 ID:Ddwb_8?2wcNxjodrLIVohlzQSRq-dVWQUvbWnwBvULLPek4?53413Zirlmf SeUBELz7hX? 1-7-10 1 4 0 5-10-0 10-4-0 11 8-0 13-3-10 1-7-10 1 4 0 4-6-0 4-" 1-4-0 1-7-10 1x4 44 = Zx4 11 2X4 11 Scale = 1:25.0 1x4 II E LOADING (psi) SPACING- 2-0-0 CSI, DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.04 9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Vert(CT) =0.06 9 >999 180 BCLL 0.0 Rep Stress ]nor YES WB 0.05 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Cade FBC2020/TPI2014 - Matrix -AS Weight: 51 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD 10-0-0 oc bracing. WEBS 2x6 SP No.3 *Except* 4-9: 2x4 SP No.3 + OTHERS 2x4 SP No.2 REACTIONS. (size) 10=0-8-0, 8=0-8-0 Max Horz 10=-1IO(LC 6) Max Uplift 10=-291(LC 8), 8=291(LC 8) Max Grav 10=617(LC 1), 8=617(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-318/158, 4-5= 317/158 WEBS 3-10=-467/198, 5-8=-466/198 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Qat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); porch 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 0=1b) 10=291,8=291. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord. .4paquin:V'elez.PE No:98182 MiT&USA,4c: FL'Ceit 8634 6904:O(Aa East Blvd„Tampa.FL.33610 Date: June 14,2021 ®WARNING - Vadfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rov. 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 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 ANSIMP/1 Quality Criteria, DSO-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 yob Truss Truss Type Qty Ply Desai Res �11FG21 T24299185 J41792 FLAT GIRDER 1 3 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 10 12:09:19 2021 Page 1 ID:Ddwb 872wcNxjodrLlVohlzQSRq-6h4ohFc8YDGm5VvcCSbEdHdGEz4Fm_Q8gHdkmnz7h)_ 5-4-10 10-7-8 15-10-6 21-3-0 ~ 5-4-10 5-2-'14 5-2-14 5-4-10 4x16 = 2x4 11 4x8 = 46 = 1 13 14 15 16 2 17 18 19 3 4 Scale = 1:35.5 2x4 II 4x16 = 20 5 21 22 6 3x4 II 4x14 = 6x6 = 2x4 II 4x14 = 3x4 II LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 SCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2020/TPI2014 LUMBER - TOP CHORD 2x6 SP SS BOT CHORD 2x6 SP SS WEBS 2x4 SP No.3 *Except* 1-12,6-7: 2x8 SP No.3 REACTIONS. (size) 12=0-8-0, 7=0-8-0 Max Harz 12=69(LC 21) Max Uplift 12=-968(LC 4), 7=-918(LC 5) Max Grav 12=3339(LC 1), 7=2728(LC 1) CSI. DEFL. in (loc) I/deft . L/d PLATES GRIP TC 0.23 Vert(LL) -0.16 9 >999 240 MT20 244/190 BC 0.35 Vert(CT) -0.29 9 >846 180 WB 0.98 Horz(CT) 0.03 7 n/a n/a Matrix -MS Weight: 420 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-3119/882, 1-2=-8047/2193, 2-3=8395/2260, 3-5=7289/2353, 5-6=-7072/2273, 6-7=-2552/828 BOT CHORD 11-12=-249/691,9-11=-3161/11149,8-9=-3161/11149,7-8=-195/514 WEBS 1-11=-2068/7732, 2-11=-1713/330, 3-11=-2857/940, 3-8=-4005/840, 5-8=-1067/398, 6-8=-2181/6893 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 - 2 rows staggered 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) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=Bft; Cat, 11; Exp B; Encl., GCpl=0.18; MWFRS (directional); end vertical left and right exposed; porch left and right 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 specific to the use of this truss component. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12=968,7=918. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 199 lb down and 157 lb up at 0-7-8, 357 lb down and 224 lb up at 2-4-12, 530 lb down and 145111 up at 4-1-8, 515 Ib down and 116 lb up at 6-1-8, 550 lb down and 119 lb up at 8-1-8, 553 lb down and 122 lb up at 10-1-8, 600111 down and 170 lb up at 12-1-8, 447 lb down and 210 lb up at 13-11-4, 253 lb down and 139 lb up at 16-1-8, and 162 lb down and 146 lb up at 18-1-8, and 166 Ib down and 143 lb up at 20-1-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. Joaquin Velez PE No.88182 MiTek USA,:lhc: FL`Ceit;6834 89p4;Parke PaeiBlvd. Tampa FL 33010 Data. :ominuea on page z Junu I'+,[UL I _ AD CASES Standard ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED h1ITEK REFERENCE PAGE hill-7473 rev. 511912020 BEFORE USE. " Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for on individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to 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 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 lob Truss. Truss Type Qty ply Desai Res . _.1. T24299185 J41792 FG21 FLAT GIRDER 1 q J Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2UZ1 MITeK Industries, Inc. I nu dun iu 1z:uu:1a zuzl rage z ID:Ddwb 8?2wcNxjodrLlVohlzQSRq-6h4ohFc8YDGm5VvcCSbEdHdGEz4Fm_Q8gHdkmnz7hX_ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=70, 7-12=20 Concentrated Loads (lb) Vert: 4=-595 5=-253 13=-199 14=-357 16=-530 17=-515 18=-550 19=-553 20=-330 21=-162 22=-166 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6119/2020 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 vedfy 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. Adddlonal 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 ANSI17*P11 Duality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety InPormstlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 lob Truss Truss Type Qty Ply Desal Res T24299186 441792 G01 G Hip Girder 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 10 12:09:21 2021 Page 1 ID: Ddwb_872wcNxjodrLIVohl zQSRq-24CY6xeO4rWULo3_JteijiicOncRE57Q8b6rggz7hWy 3-0-0 7-0-0 10-0-0 ` 3-0-0 4-0-0 3-M 6.00 12 3x, 8 2x3 11 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2020rTP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 8=Mechanical, 5=Mechanical Max Horz 8=45(LC 7) Max Uplift 8=-109(LC 6), 5=109(1_13 8) Max Grav 8=501(LC 1). 5=501(LC 1) 4x8 = 10 3x4 = 4x4 = - 3x8 = 2x3 11 10-0-0 Scale = 1:26.9 CSI. DEFL, in (loc) I/deft Lld PLATES GRIP TC 0.25 Vert(LL) -0.01 6-7 >999 240 MT20 244/190 BC 0.17 Vert(CT) -0.02 6-7 >999 180 WB 0.14 Horz(CT) 0.00 5 n/a file ' Matrix -MS Weight: 66 lb FT = 20% BRACING. TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-378/101, 2-3=298/110, 3-4=-378/100, 1-8=-479/120, 4-5=-479/119 BOT CHORD 6-7=-58/314 WEBS 1-7=-69/377, 4-6=69/376 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer /Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 girders) 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 Gt=lb) 8=109, 5=109. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 71 lb down and 38 lb up at 3-0-0, and 71 lb down and 30 lb up at 5-0-0, and 71 lb down and 38 lb up at 7-0-0 on top chord, and 70 lb down and 21 lb up at 3-0-0, and 44 lb down and 21 lb up at 5-0-0, and 70 lb down and 21 lb up at 6-11-4 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: 1-2=70, 2-3=70, 3-4=70, 5-8=20 Continued on page 2 Joaquin Vefez PEN '"W' , M!TekUSA Inc FLCert689¢ 6004 Parke EagiBlvd. Tampa FL 33810 Data: June 14,2021 ® WARNING -Verify design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19f2020 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 ANS11FP/1 Duality 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 fob Truss Truss Type Qty Ply Res T24299186 J41792 �G0113 Hip Girder 1 1 �'Desai Job Reference (optional) .East Coast Truss, -- Ft. Pierce, FL - 34946, LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 7=-45(F) 6=-45(F) 10=39(F) 8.430 s May 12 2021 MTek Industries, Inc. Thu Jun 10 12:09:212021 Page 2 ID:Ddwb_8?2wcNxjodrLlVohl zQSRq-24CY6xe04rWU Lo3_JteijiicQnoRE5?Q8b6rggz7hWy ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119.12020 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 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 9qb Truss Truss Type Qty Ply Desal Res T24299187 J41792 G02 Common 1 1 Job Reference (optional) ,East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MTek Industries, Inc. Thu Jun 1012:09:21 2021 Page 1 ID: Ddwb_872wcNxjodrLlVohl zQSRq-24CY6xeO4rWULo3_Jteijiiawnn8E6sQ8b6rggz7hWy 5-D-0 10-0-0 r 5-0-0 5-0.0 6.00 1_2 3x6 4x4 = 6 2x3 II axe = 2x3 11 Scale = 1:33.6 LOADING (psf) TCLL 20.0 TCpL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.35 BC 0.19 WB 0.09 Matrix -AS DEFL. in Vert(LL) -0.01 Vert(CT) -0.02 Horz(CT) 0.00 (too) Vdefl Lid 4-5 >999 240 4-5 >999 180 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 60 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BQT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (size) 6=Mechanical, 4=Mechanical Max Horz 6=-75(LC 6) Max Uplift 6=-89(LC 8), 4=-89(LC 8) Max Grav 6=437(LC 1), 4=437(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-352/95, 2-3=-352/95, 1-6=-390/103, 3-4=-390/103 WEBS 1-5=-17/252, 3-5=-17/253 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 joints) 6, 4. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin•vefez PE 96.63182 'MiTek USA; hV. FL'Cert 6834 69g4 Park@,Eaat, Blvd. Tampa FL 33610 Date. June 14,2021 ®WARNING - Vedfy dosign parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ?,III-7473 rov. 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. Additlonal 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 ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component r 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 Desai Res T24299188 J41792 H01 G FLOOR 1 2 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 1012:09:22 2021 Page 1 ID: Ddwb_8?2wcNxjodrLIVohl zQSRq-WGmxJGeOr8eLzyeSta9xFvFktB9_zVkaMFsOM6z7hWx 2-6-0 5-0-0 qxA - - 2.6 0' 2-6-0 • — 3x4 = 3x8 = 5 2-6-0 5-0-0 2-6-0 2-6-0 LOADING (psf) SPACING- 2-0-0 CS'. TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 TCDL 10.0 Lumber DOL 1.00 BC 0.09 BCLL 0.0 Rep Stress Incr NO WB 0.37 BCDL 5.0 Code FBC2020frP12014 Matrix -MP DEFL. in ([cc) Well L/d PLATES Vert(LL) -0.01 5 >999 360 MT20 Vert(CT) r0.01 5 >999 240 Horz(CT) -0.00 4 n/a n/a Weight: 51 lb LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (size) 6=Mechanical, 4=Mechanical Max Grav 6=1222(LC 1), 4=1222(LC 1) FARCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-1185/0, 1-2=1376/0, 2-3=-1376/0, 34=118510 WEBS 1-5=0/1546, 2-5=-1440/0, 3-5=0/1546 Scale = 1:10.2 GRIP 244/190 FT = 20% Structural wood sheathing directly applied or 5-0-0 cc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-6-0 cc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 cc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied toall 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility, of the fabricator to increase plate sizes to account for these factors. 4) Refer to girder(s) for truss to truss connections. 5) Girder carries tie-in span(s): 17-0-0 from 0-0-0 to 5-0-0 6) Recommend 2x6 strongbacks, on edge, spaced at 1010-0 cc and fastened to each truss with 3-10d (0,131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-3=509(F=409), 4-6=10 .Joaquin Velez PE No:68182 MiT61k USA, I& FL Ceit 6834 6904 PatkeEast Blvd. Tampa FL 33910 Date: June 14,2021 ® WARNING - Vedty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE k111-7473 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 oftrusses 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 yeti Truss Truss Type City Ply Desal Res T24299189 J41792 H02 FLOOR 4 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 1012:09:23 2021 Page 1 ID:Ddwb_8?2wcNxjodrLIVohlzQSRq=SKJXcfecSmCa6DNRHgAo7o_ta1N9i?JjbvbyuYz7hww 2 6 0 5-0-0 1,g 2-6-0 2-6-0 1 3x4 = 2 1x4 II 3 Scale = 1:10.2 3x8 = 6 5 4 1x4 II 1x4 II 2-M 5-0-0 2.6-0 2-&0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.13 Vert(LL) -0.00 5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.03 Vert(CT) -0.01 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(CT) -0.00 4 n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix -AS Weight: 26 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 6=Mechanical, 4=Mechanical Max Grav 6=259(LC 1), 4=259(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-291/0, 2-3=291/0 WEBS 1-5=0/327, 2-5=-281/0, 3-5=0/327 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. NOTES- 1) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 2) Refer to girder(s) for truss to truss connections. 3) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chard. 4) Recommend 2x6 strongbacks, on•edge, spaced at 10-D-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Joaquin Vetez PE,No 88182 MiT,ek USA Wc`, FL CeR.8634' 69 09rke East Blvd. Tampa FL 33610 Date: June 14,2021 ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED 1A1TEK REFERENCE PAGE MII-7473 rev. 511912020 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 p /� 1 Vl�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 ANSIITP11 Duality Crlterle, 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 lob Truss I Truss Type Qty ly ai Res T24299190 J41792 H03 FLOOR 1 1 FJb Reference (optional) i East Coast Truss, Ft. Pierce, FL - 34946, 6.430 Is May 12 2U21 MITeK Industries, Inc. Thu Jun 1U 1Z:U9:Z3 ZUZ1 Page 1 ID:Ddwb_872wcNxjodrLlVohizQSRq_SKJXcfecSmCa6DNRHgAo7o_PaWSilzjbvbyuYz7hWw 1 2 3 4 Scale = 1:10.2 8 7 6 5 5-0-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) rile - file 999 BCLI, 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 ' 5 n/a n/a BCDL 5.0 Code FBC2020/TPI2014 Matrix-R Weight: 20 lb FT = 20% LUMBER- BRACING- TQP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 cc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 5-0-0. (lb) - Max Grav All reactions 250 lb or less at joint(s) 8, 5, 7, 6 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the.fabricator to increase plate sizes to account for these factors. 2) All plates are 1x4 MT20 unless otherwise indicated. 3) Gable requires continuous bottom chord bearing. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. I :.Joaquin Velez,PE No:68182 MiTtIKUSA,.Inc: FLCert,6634 6904 Parke Exit Blvd;,,Temp f 1.33610 Date: June 14,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rov. 5119/2020 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 chard members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job I r' Truss Truss Type Qty Ply Desai Res _ T24299191 J41792 MG01 Monopitch Girder 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MTek Industries, Inc. Thu Jun 10 12:09:24 2021 Page 1 ID: Ddwb-8?2wcNxjodrLlVohl zQSRq-SfuhkygHNmu3CGoZ77BPKKK85_mwRPctgZLVQ7z7hwv 3-7-8 7-0-0 ~ 3-7-8 �— 341-8 2x3 II 3 3x4 = 3x6 11 .x� — Scale=1:23.7 3-7-8 7-0-0 3-7.8 3A-8 Plate Offsets (X,Y)— [1:0-2-0,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.01 5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.03 5-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.34 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MP Weight: 40 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-9 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=0-8-0, 4=Mechanical Max Horz 1=131(LC 8) Max Uplift 1=-120(LC 8), 4=219(LC 8) Max Grav 1=684(LC 1). 4=831(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1195/214 60T CHORD 1-5=-278/1050, 4-5=-278/1050 WEBS 2-5=-160/840, 2-4=1197/317 NOTES- 1) Wind: ASIDE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 120 lb uplift at joint 1 and 219 lb uplift at joint 4. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 481 lb down and 129 lb up at 3-0-12, and 417 lb down and 109 lb up at 5-0-12 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 (pif) Vert: 1-3=70, 1-4=20 Concentrated Loads (lb) Vert: 8=-481(F) 9=417(F) Jpaquin Velez PE No:68182 MiTefi USA,:Inc: FL Ceit.6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 14,2021 -- WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDEDfv11TEK REFERENCE PAGE MII-7473 rov. 5l1912020 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 ANSIITPII 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 yob Truss Truss Type Qty Ply Diesel Res , T24299192 J41792 MG02 MONOPITCH GIRDER 1 1 Job Reference (optional) ..East Coast Truss, Ft. Pierce, FL-34946, 6.43U s May 12 ZU21 MI I eK Industries, Inc. I nu Jun iU iz:uu:LO LULi t-age i ID: Ddwb_872wcNxjodrLlVohizQSRq-wrS3ylhv83OwgQNIYiietYtE404RAU03D52zRz7hWu 4-10-8 2-9-8 3x10 = 4x6 = Scale = 1:16.7 2-9-8 4-10-8 2-9-8 2-1-0 Plate Offsets (X Y)— 11:0-5-0 0-0-71 l LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.02 5-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.04 5-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.81 Horz(CT) 0.01 4 n/a ri BCDL 10.0 Code FBC2020/rP12014 Matrix -MP Weight: 27 lb FT = 20% LAJMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-3 oc purlins, BOT CHORD 2x6 SP SS except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS, (size) 1=0-8-0, 4=Mechanical Max Horz 1=90(LC 8) 'Max Uplift 1=-326(LC 8), 4=259(1_13 8) Max.Grav 1=2026(LC 2), 4=1349(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2022/314 BOT CHORD 1-5=-34111827, 4-5=-341/1827 WEBS 2-5=-308/1948,2-4=-2228/416 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 326 lb uplift at joint 1 and 259 lb uplift at joint 4. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1500 lb down and 260 lb up at 0-9-8, and 1498 lb down and 262 lb up at 2-9-6 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: 1-3=-70, 1-4=-20 Concentrated Loads (lb) Vert: 5=-1352(F) 7=1354(F) .Joaquin Velez PE NoAllk Wilk USA, Inc. FL.Cert 6634 8904 Patke,East Blvd. Tampa FL 33610 Date. June 14,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE kill-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 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 ANSUTP/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 fob Truss Type Qty Ply Desai Res T24299193 J41792 F Monopilch Girder 1 1 Job Reference (optional) .East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 1012:09:26 2021 Page 1 ID: Ddwb_872wcNxjodrLlVohl zQSRq-01?R9ehXuN8m Rayy6QDtPIQTfoQxvKl9HtgcVtz7hm -1-81 3-4-2 6-B� 18� 3.4-2 3V-2 2x3 11 4 24 II 3x4 = US = 3A-2 6-8-4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 TCDL 15.0 Lumber DOL 1.25 BC 0.54 BCLL 0.0 ' Rep Stress Incr NO WB 0.27 BCDL 10.0 Code FBC2020rrP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 2-7: 2x6 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (size) 7=0-7-4, 5=Mechanical Max Holz 7=168(LC 8) Max Uplift 7=-103(LC 8), 5=198(LC 8) Max Grav 7=775(LC 1), 5=785(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-468/38, 2-7=677/102 BOT CHORD 5-6=-110/373 WEBS 3-6=-81/390, 3-5=575/170, 2-6=0/453 DEFL. in (loc) I/defl Ud Vert(LL) -0.01 5-6 >999 240 Vert(CT) -0.03 '5-6 >999 180 Horz(CT) 0.00 5 n/a n/a Scale = 1:35.5 PLATES GRIP MT20 244/190 Weight: 55 lb FT = 20% BRACING - TOP. CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (&second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=7011; eave=8ft; Cat. II; Exp B; Encl., GCpj=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 103 lb uplift at joint 7 and 198 lb uplift at joint 5. 8) Hanger(s) or other connectlofi device(s) shall be provided sufficient to support concentrated load(s) 292 lb down and 49 lb up at 1-11-0, and 292 lb down and 49 lb up at 3-11-0, and 296 lb down and 46 lb up at 5-11-0 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: 1-2=70, 2-4=70, 5-7=20 Concentrated Loads (lb) Vert: 9=-292(F) 10=292(F) 11=-296(F) Joaquin Velez PE No18811 MiTek" USA, -Ina. FI.Ci ti66 4' 6904,13arke,East Blvd: Tampa FL 33610 Date: June 14,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rov. 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 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 lrussWand 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 Desal Res T24299194 J41792 MV4 Valley 1 1 Job Reference (optional) . East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 10 12:09:28 2021 Page 1 ID: Ddwb_8?2wcNxjodrLIVohl zQSRq-LQ7CaKjnQ_OUhl5KErGLVAVnWbBQN IzSIBJjZmz7hWr 3-7-0 370 2x3 11 3-7-0 3-7-0 2x3 Scale = 1:11.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(CT) n/a - n/a 999 BCLL 0,0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (size) 3=3-7-0, 2=3-7-0 Max Horz 3=-54(LC 8) Max Uplift 3=-39(LC 8), 2=-12(LC 8) Max Grav 3=136(LC 14), 2=127(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 3-7-0 cc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions, it is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psi 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) 3, 2. ,Joaquin Velez PE No:88182 Miiek USA, Inc: FL:Ceit 8834 6904 Parke East Blvd. Thrnpa.FL 33910 Date: June 14,2021 ®WARNING • Vedty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 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 ANS11TP/1 Quality Criteria, DSO-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 ftob Truss Truss Type City Ply Desai'Res T24299195 J41792 MV6 GABLE 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 5 4 2x3 II 1x4 11 '"Ju s May 11 ZUZI mi I eK Inousuies, Inc. I nu JUn lU iz;uu,zu Luc, rugw I ID:Ddwb_872wcNxjodrLlVohl zQSRq-pchangkPB IWLI1 gXnYna102y77Xi61Vczr3G6Cz7hWq 6-0-0 6-0-0 6-0-0-0 2x3 Scale = 1:19.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(CT) n/a - n/a 999 BCLL N. Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP N0.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (size) 5=6-0-0, 3=6-0-0, 4=6-0-0 Max Horz 5=-100(LC 8) Max Uplift 5=-10(LC 8), 4=-97(LC 8) Max Grav 5=34(LC 14), 3=124(LC 1), 4=336(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-267/125 Structural wood sheathing directly applied or 6-0-0 cc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psi 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) 5, 4. Joaquin Velez,PE N6.68182 MiTek USA .lhm FL Cert$634 8604 Parke. East Blvd. Tampa FL 33610 'Date: June 14,2021 ®WARNING - Vedly design para—lers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rov. 5/1912020 BEFORE USE. Design valid for use only with M7ek0 connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek_ Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rPl1 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 Desai Res T24299196 J41792 MV7 GABLE 1 1 Job Reference (optional) test coast I ruse, t-t. Hlerce, t-L - 34`d4b, o.4JU 5 May 7L LUL I IN I UK IIIUUS1rIU5, IFIU. I IIU dUII IV 14.V Q LVL I raga I ID:Ddwb_872wcNxjodrLIVohl zQSRq-HoFy7011 yceCwBFjLFlpaba51Pg4rBRICVopeez7hWp 6.8-4 8 4 10 r 6-8-4 1 8 6 2x3 II 1 7 6 5 3x3 11 2x3 II 1x4 II Scale = 1:31.4 LOADING (pso TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020rrP12014 CSI. , TC 0.43 BC 0.33 WB 0.07 Matrix-R DEFL. in (lac) 11defl L/d Vert(LL) 0.01 4 n/r 120 Vert(CT) -0.01 4 n/r 120 Horz(CT) 0.00 1 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 37 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 20 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 7=6-8-4, 5=6-8-4, 6=6-8-4 Max Horz 7=-176(LC 8) Max Uplift 7=-17(LC 8), 5=-28(LC 8). 6=157(LC 8) Max Grav 7=82(LC 14). 5=311(LC 1), 6=363(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-5=276/70 WEBS 2-6=-276/158 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=Bft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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) 7, 5 except (jt=lb) 6=157. Joaquin Velez PE No.68182 Wilt: USA,In'c: FL:Ceit 9634 6904 Parke East Blvd. Tampa FL 33610 Date: June 14,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 511912020 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 M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 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 Des Res T24299197 J41792 MV7A GABLE 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 10 12:09:30 2021 Page 1 ID:Ddwb_8?2wcNxjodrLlVohl zQSRq-HoFy?011 yceCwBFJLFlpaba7xPlSrCglCVopeez7hWp 6-8-4 B-0-0 6-8-4 1-3-12 7 6 5 2x3 II 1x4 II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 TCDL 15.0 Lumber DOL 1.25 BC 0.18 BCLL 0.0 Rep Stress Incr YES WB 0.05 BCDL , 10.0 Code FBC2020/TPI2014 Matrix-R Scale = 1:25.8 DEFL. in (loc) Vdefl Lid PLATES GRIP Vert(LL) 0.00 4 n/r 120 MT20 244/190 Vert(CT) 0.00 4 n/r 120 Horz(CT) 0.00 5 n/a n/a Weight: 32 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 12EACTIONS. (size) 7=6-8-4, 5=6-8-4, 6=6-8-4 Max Horz 7=-165(LC 8) Max Uplift 7=-22(LC 8), 5=-50(LC 8), 6=113(LC 8) Max Grav 7=78(LC 14),5=269(LC 1),6=368(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-6=-282/136 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=Bft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 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) 7, 5 except (jt=lb) 6=113. .Joaquin Velez PE No,88782' MIT,ek USA; Inc: FL`C@R 6634' 8904 Parke East Blvd; Tempa:FL 33610 Dato: June 14,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NIII-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 chard members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 20601 Tampa, FL 36610 ob Truss Truss Type Qly Ply Desai Res T24299198 J41792 MV8 GABLE 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 10 12:09:31 2021 Page 1 ID:Ddwb 872wcNxjodrLIVohlzQSRq-17pKCLlgjvm3YLgvvzp26o7HMpCRafrvR9YNA5z7hWo 7-7-0 ' r 770 -- 2x3 I I 1 Scale = 1:24.3 5 4 2x3 2x3 II 1x4 II T-7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix-P Weight: 30Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (size) 5=7-7-0, 3=7-7-0, 4=7-7-0 Max Horz 5=-130(LC 8) Max Uplift 5=-36(LC 8). 4==118(LC 8) Max Grav 5=125(LC 14), 3=114(LC 1), 4=410(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-325/152 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.0psf; h=18ft; B=108ft; L=70ft; eave=Bft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer I Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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) 5 except (jt=lb) 4=118. .Joaquin Velez PE N6.68182 'MiTek IJSQ,:lhc.,FL`Cert-6634 6604 Parke -East Blvd: Tampe,FL 33410 Date: June 14,2021 A WARNING - Vodfy 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 MI7ek0connectors. This design Is based only upon parameters shown, 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 ANSI1TPI1 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 Tempe, FL 36610 lob Truss Truss Type Qly Ply Desal Res T24299199 J41792 MV10 GABLE 1 1 Job Reference (optional) • Gasl Quasi I russ, rl. I'lerCe, rL - J4d40, 0.40U J Andy 14 LUL I IYII I UN II IUUJII IUD, II U. , ID:Ddwb_8?2wcNxjodrLIVohizQSRg4EZgN i9fhGd3jX8g7k6yzyYNCIRepWJWXa91Jz7hWs 9-11-12 11-8-2 , 9-11-12 1-& 2x3 II 6.00112 1 Scale = 1:42.6 10 9 11 8 7 2x3 II 1x4 II 1x4 II 3x4 = 9-11-12 9-11-12 Plate Offsets (X Y)— [5:0-2-0 0-1-12] [7•Edoe 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.01 6 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.01 6 n/r 120 BOLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix-R Weight: 58 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP N0.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 9-11-12. (lb) - Max Horz 10=-239(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 10, 9 except 8=-240(LC 8) Max Grav All reactions 250 lb or less at joint(s) 10 except 7=302(LC 1). 8=528(LC 14), 9=388(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 5-7=-268/12 WEBS 4-8=-331/214 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) Gable requires continuous bottom chord bearing. 55 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 9 except Qt=lb) 8=240. Joaquin Vale i PE No.68182 MIT&USA,1nc: FL'Cert 8634 6904 Parke Ea.+t Blvd. Tampa FL 33610 Date: June 14,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-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 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11 ID11 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 Desal Res T24299200 J41792 MV10A GABLE 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 10 12:09:27 2U21 Page 1 ID:Ddwb 872wcNxjodrLIVohlzQSRq-tEZgN_i9fhGd3jX8g7k6yzyb3CgEegAJWXa91Jz7hWs 9-11-4 11-7-10 9-11-4 —� 1-8�6 2x3 11 6.00112 Scale = 1:36.4 10 9 8 72x3 II 2x3 11 1x4 11 1x4 11 9-11-4 99-11.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.43 Vert(LL) 0.01 6 n/r 120 MT20 244/190 TQDL 15.0 Lumber DOL 1.25 BC 0.21 Vert(CT) -0.01 6 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-R Weight: 52 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 9-11-4. (lb) - Max Horz 10=-238(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 10, 7, 9 except 6=-142(LC 8) Max Grav All reactions 250 lb or less at joint(s) 10 except 7=302(LC 1), 8=408(LC 14), 9=317(LC 14) FORCES. (lb) -Max., Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 5-7=-266/49 WEBS 4-8=-316/162, 2-9=254/112 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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) 10, 7, 9 except (jt=lb) 8=142. Joequilh Velez PE 96,68182 MITekUSA,lnr: FL`Cert 6834 6884 Parke East Blvd'. Tampa,FL 38810 Data: June 14,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 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-99 end 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 Desai Res T24299201 J41792 PB1 - Piggyback 1 1 Job Reference (optional) . test OOast I russ, ._ Ft. Hlerce, hL - 34946, 6.00 12 3x4 = d.g3V s may 1z zuzi wll I eK Inaustrles, Inc, r nu Jun iu icca:oz cuc r rayo , ID: Ddwb_872wcNxjodrLlVohl zQSRq-DBNiQhm IUDuw9VP6TgKHfOgULDatJ582gpHwiXz7hWn Scale = 1:20.9 3x6 11 3x6 I I 6 7 Ics 3x4 = 11 10 9" a 3x6 11 11-115 , 11-11-5 Plate Offsets (X Y)-- [3.0-2-0 0-2-8I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.00 1 n/r 120 MT20 2441190 TCDL 15.0 /Lumber DOL 1.25 BC 0.12 Vert(CT) -0.00 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0.00 , 8 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix-S Weight: 35 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-0-0. (lb) - Max Horz 2=30(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 8, 2, 11, 10, 9 Max Grav All reactions 250lb or less atjoint(s) 8, 2 except 11=291(LC 1), 10=384(LC 18), 9=302(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 5-10=-299/112 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load showncovers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 2, 11, 10, 9. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. JoaquiniVelez PE No'A$182'.. MiTek USA, Ine FL`COrt 6634i 8904:Perk@ EaA Blvd: Tampa.FL.33610 Date: June 14,2021 ® WARNING - Verity dmIgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IAII-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 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 ANSVTP/1 Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Seferylnformatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply Desai Res T24299202 J41792 P82 Piggyback 1 1 Job Reference (optional) . East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MI I ek Industries, Inc, I nu Jun 10 2:09;38 2021 rage I ID: Ddwb_6?2wcNxjodrLlVohl zQSRq-2Lk_glrJ43f3tQsFpxRhvHvWKdc6jpWx2lkEwBz7hWh 3-8-5 11-11-5 3-8-5 8-3-0 4x4 = 1x4 II Scale=1:20.9 2x4 II Id 8 7 6 3x4 = 1x4 I 1x4 11 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 TCDL 15.0 Lumber DOL 1.25 BC 0.13 BCLL 0.0 Rep Stress Incr YES WB 0.06 BCDL 10.0 Code FBC2020rrP12014 Matrix-S DEFL. in ([cc) I/deft L/d Vert(LL) 0.00 1 n/r 120 Vert(CT) 0.00 1 n/r 120 Horz(CT) 0.00 6 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BQT CHORD OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-0-0. (lb) - Max Horz 2=69(LC 8) Max Uplift All uplift 100 lb or less at joints) 6, 2, 8, 7 Max Grav All reactions 250 lb or less at joint(s) 6, 2 except 8=283(LC 1), 7=413(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-7=-327/125 PLATES GRIP MT20 244/190 Weight: 40 lb FT = 20% 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) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 6, 2, 8, 7. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. ,Joagliih:Velez?E No.68182 NllTek USA, Inl: FL`Cett 6834 9Q4 Parke East Bivd „1 ampAIR 33810 Date: June 14,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED h9TEK REFERENCE PAGE hill-7473 rev. 5/1912020 BEFORE USE. " Design valid for use only with MTeke connectors. This design is based only upon parameters shown, 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 buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the 1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PI1 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 Desal Res T24299203 J41792 PB3 Piggyback 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 1012:09:39 2021 Page 1 ID: Ddwb_872wcNxjodrLIVohl zQSRq-WXIMu4shrNnwVZRSNeywRUSfdl xCSFK4H PUoSdz7h Wg 11-8-5 11 1 -5 11-8-5 0-3- �l3 d 3x4 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BGLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020rrP12014 6.00 12 20 II Scale = 1:35.1 t I� d 8 72x4 II 1x4 II CSI. DEFL. in (loc) Vdefl Ud TC 0.33 Vert(LL) 0.00 1 n/r 120 BC 0.20 Vert(CT) 0.01 1 n/r 120 WB 0.09 Horz(CT) -0.00 .7 n/a n/a Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No,3 REACTIONS. All bearings 11-0-0. (lb) - Max Horz 2=223(LC 8) Max Uplift All uplift 100lb or less atjoint(s) 7, 8 except 9=151(1_13 8) Max Grav All reactions 250 lb or less at joint(s) 7, 2 except 9=525(LC 13), 8=268(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-9=-399/183 PLATES GRIP MT20 244/190 Weight: 54 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2j 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent withany 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) 7, 8 except Qt=lb) 9=151. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. ,Joequin,Velez PE N6.68182 MiTek lJSAj Inc. FL Cart6634 6664 Parke` East Blvd. Tampa FL 33810 Date.: June 14,2021 ® 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 wdh 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 stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see , ANSI/TPI1 Quality Criteria, DSB-89 and 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 Ply Desai Res T24299204 J41792 PB4 Piggyback 1 1 Job Reference (optional) . Cast Goasr I russ, m. merce, t-L - 44b4ti, ti.43U S may 1z zuz1 ml I eK Inausines, Inc. I nu dun 1u l z:ue:4u ZUz"I rage] ID:Ddwb 8?2wcNxjodrLIVohlzQSRq-_ksk5QsJbgvn7jOexMT9_i?gMRGRBidDV3DL_3z7hvw 11-11-5 11-11-5 4x4 = 2x4 II 6.00 12 6 7 rcs 3x4 = 10 9 6 3x6 = 1x4 II 1x4 II Scale = 1:34.3 11-11-5 19-11-5 , LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ' ([cc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(CT) 0.01 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) -0.00 8 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix-S Weight: 60 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-0-0. (lb) - Max Horz 2=213(LC 8) Max Uplift All uplift 100 lb or less at joints) 8, 9 except 10=-152(LC 8) Max Grav All reactions 250 lb or less at joints) 8, 2 except 10=526(LC 13), 9=256(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-10=-400/183 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) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 9 except (jt=lb) 10=152. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. -Joaquin Velez PE 96.68711,2 NiTek USA; k. FL'Ceit 6634 8911d"Patk@,69ll Blvd. Tampa FL 33810 Date: June 14,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NIII-7473 rov. 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 �F 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 M6Tek' 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 ANS11noll 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 Qly Ply Desai Res T24299205 J41792 PB5 Piggyback 1 1 Job Reference (optional) • East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MITek Industries, Inc. Thu Jun iO i2:09:4i 202i rage 1 ID:Ddwb 8?2wcNxjodrLIVohlzQSRq-SwP6JmtxM_lektbgU3?OWvX1lydLw91NkjzvXWz7hWe 9-2-13 11-11 5 9-2-13 2.8.8 4x4 = 2x4 11 Scale = 1:27.9 3x4 = 8 7 b 1x4 11 1x4 11 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TIC 0.26 TCDL 15.0 Lumber DOL 1.25 BC 0.16 BCLL 0.0 Rep Stress Incr YES WB 0.07 BCDL 10.0 Code FBC2020rrP12014 Matrix-S i DEFL. in (loc) Vdefl Lid PLATES GRIP Vert(LL) 0.00 1 n/r 120 MT20 244/190 Vert(CT) 0.01 1 n/r 120 Horz(CT) 0.00 6 rile n/a Weight: 50 lb FT = 20% LUMBER- BRACING - TOP CHORD" 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-0-0. (lb) - Max Horz 2=175(LC 8) Max Uplift 'All uplift 100 lb or less at joint(s) 6, 7 except 8=140(LC 8) Max Grav All reactions 250 lb or less at joint(s) 6, 2 except 8=555(LC 13), 7=330(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 3-8=-373/170 Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psi 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 = IO.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6,77 except 0=11i) 8=140. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Joaquin:VetezA kii 681.82' MiTek USA, Inc: FL C0R 8634: 6904 Perk@ East Blvd Tampa FIL 33610 Date: June 14,2021 WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE kill-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 building design: -Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Duality CrifeAa, DSB-99 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 Desai Res T24299206 J41792 PB6 Piggyback 1 1 Job Reference (optional) . East Coast Truss, Ft. Pierce, FL - 34945, t1.43U S May 12 ZUZ7 MI I eK InDUStries, Inc. I nU dun lU 1z:U9:41 zuz1 rage 1 ID:Ddwb 8?2wcNxjodrUVohlzOSRq-SwP6JmtxM lektbgU3?OWvXOprdTw94NkjzvXWz7hWe 7-2-13 11-11-5 4x4 = 2x4 Scale = 1:22.7 II 4 5 6.00 12 i 1x4 II 3 2 1 d I� 8 1x4 ll 7 1x4 II 6 2x4 II 11-11-5 11-11-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP. TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(ILL) 0.00 1 nIr 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(CT) 0.00 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-S Weight: 45 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-0-0. (lb) - Max Horz 2=136(LC 8) Max Uplift All uplift 100 lb or less at joints) 6, 7 except 8=103(1_C 8) Max Grav All reactions 250lb or less atjoint(s) 6, 2 except 8=344(LC 13), 7=374(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-8=-276/130, 4-7=282/124 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=7Dft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) Gable requires continuous bottom chord bearing. ; 6) This truss has been designed for a 10.0 psf bottom chord live load nOnconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. i 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 7 except (jt=lb) 8=103. 9) See Standard Industry -Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. .Joaquin Velez PE NOAS182 AiTek 1.1% Inc. FL':Ceit 8834 61304-Parke Eat Blvd, TamPe,F.L 33810 Date; June 14,2021 ® WARNING - Vudfy design parameters and READ NOTES ON THIS AND INCLUDED N11TEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. " Design valid for use only with MI7ek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the appllcabllity 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 ANS11rFI1 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 Desal Res T24299207 J41792 PB7 Piggyback 1 1 Job Reference (optional) d . East Coast Truss, Ft. Pierce, FL - 34946, 6.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 10 12:09:42 YU21 Page 1 ID:Ddwb 872wcNxjodrLlVohlzQSRq-w6zVW6uZ719VM1Al2nWd374CDFzxfdYWzNiS3yz7hWd 5-2-13 11,11-5 , 5-2-13 6-8.8 Scale = 1:21.1 4x4 = 1x4 II 2x4 11 Ics 8 7 6 3x4 = 1x4 II 1x4 11 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) I/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Vert(CT) 0.01 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 6 file n/a BCDL 10.0 Code FBC2020frP12014 Matrix-S Weight: 43 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-0-0. (lb) - Max Horz 2=98(LC 8) Max Upllit All uplift 100 lb Orissa at joint(s) 6, 2, 8, 7 Max Grav All reactions 250 lb or less at joint(s) 6, 2 except 8=398(LC 1), 7=331(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-8=-285/126, 4-7=271/108 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) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpI=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 pal 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) 6, 2, S. 7. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. .Joaquin Velez PE No.88182 MiTekUSA,1nr. FL Cert:8834 6904 Parke Eaejt_Bivd, Tamps FL 33910 'Date: June 14,2021 ®WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 611912020 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/1•Pl1 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, MD 20601 Tampa, FL 36610 Job' Truss Truss Type Qty Ply Desal Res T24299208 J41792 PB8 Piggyback 1 1 Job Reference (optional) East Coast Truss, n. rraicn, rL - o4wsu, tl.43u s May 1Z ZU21 mi I eK Inaustrl6s, Inc. I nu JUn I 1Z:U9:43 ZUZ1 vage 1 ID: Ddwb_872wcNxjodrLIVohl zQSRq-PJXtjSvBubHM_BIDcU1 scKdMyeID04igBOS7bOz7hWc 5-8-5 11-11-5 4x4 = Scale = 1:21.1 1x4 II 2x4 II 4 5 I 3x4 = 8 7 6 1x4 11 1x4 11 2x4 11 t 11-11-5 11-11-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(CT) 0.01 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-S Weight: 45 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-0-0. (lb) - Max Horz 2=107(LC 8) Max Uplift All uplift 100 lb or less at joints) 6, 2, 7 except 8=-106(LC 8) Max Grav All reactions 250 lb or less atjoint(s) 6, 2 except 8=432(LC 13), 7=309(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-8=-307/136, 4-7=258/106 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl.. GCpl=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2, 7 except (jt=lb) 8=106. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. :Joaquin Velez P.E-No.68fd2 MiTek USA,Inc. FL'Ceft 0834 69UParkelEaetBivd. Tampa FL 39610 Date: June 14,2021 ®WARNING - Vady 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 vedy 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 ANS11TPI1 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 1 Tampa, FL 36610 Job Truss Truss Type Qty Ply Desai Res T24299209 J41792 PB9 Piggyback 1 1 Job Reference (optional) . East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 1012:09:44 2021 Page 1 ID: Ddwb_8?2wcNxjodrLIVohl zQSRq-tV5FxovpfvPDbLKPACY58Y9X_2fW7WppQgBZ8gz7hWb 7-8-5 11-11.5 7-e-5 443-0 44 = 2x4 II �m I 2 6.00 F12 1x4 II 3 1 d I9 3x4 = 6 1x4 II 7 1x4 II 6 2x4 II 11-11-5 11-11-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(CT) 0.00 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-S Weight: 47 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. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-0-0. (lb) - Max Horz 2=145(LC 8) Max Uplift All uplift 100 lb or less at joints) 6, 7 except 8=110(LC 8) Max Grav All reactions 250 lb or less at joint(s) 6, 2 except 8=373(LC 13), 7=351(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-8=-295/137, 4-7=266/118 NOTES- 1) Wind: ASCE 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=Bft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 7 except (jt=ib) 8=110. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. :Joaquin Velez PE:No88182' MiTek USA,;Iric: FL' Bit 834 6604 Parke East Blvd. Tampa FL 33810 Dats: June 14,2021 ,® WARNING - Vadty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 6111-7473 rov. 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 propedy incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chordrmembers only. Add8lonal 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/rPl1 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 T24299210 J41792 East Truss Truss Typr P810 Piggyback ce, t-L - d4U4b, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 1012:09:33 2021 Page ' ID:Ddwb_872wcNxjodrLIVohizOSRq-hNw5dlnwFX1nne IOOrWCDCePcuy2X2BuT1UFzz7hWm r 943-5 11-11-5 9-8-5 2.3 0 44 = 2x4 11 Scale = 1:29.2 1 d I� 3x4 = 8 7 6 1x4 11 1x4 11 2x4 11 11-11-5 11-11-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in floc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.00 1 _ n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.19 Vert(CT). 0.01 1 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/TP12014 Matrix-S Weight: 51 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-0-0. (lb) - Max Horz 2=183(LC 8) Max Uplift All.uplift 100 lb or less at joints) 6, 7 except 8=150(LC 8) Max Grav All reactions 250 lb or less at joints) 6, 2, 7 except 8=518(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-8=-395/181 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 7 except Qt=lb) 8=150. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building, designer. .Joaquin Velez PE No.68182 VITA USA; Inc.;FL`Ceit.e634 6604 Parke, -East Blvd;T,ampa FL.33610 Date: June 14,2021 ® WARNING - Vedty 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 building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rP/1 Duality 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 T24299211 IJ41792 IPB11 (Piggyback East Coast Truss, Ft. Pierce, FL - 34946, 4 8.430 s May 12 2021 MiTek nduslrie., Inc. Thu Jun 1012:09:33 2021 Page ID: Ddwb_872wcNxjodrLIVoh1 zQSRq-hNw5d1 nwFX1 nne_IOOrWCDCeBcva2YEBuT1 UFzz7hWm .3-2-13 11-11-5 3-2-13 8-8-8 6.00 112 4x4 = 3 Scale = 1:20.9 2x4 II 5 Id 3x4 = 8 7 6 1.4 11 1x4 11 2x4 11 LOADING (psf) SPACING- 2-0-0 CSi. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.00 1 n/r 120 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(CT) 0.00 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 6 n/a nits BCDL 10.0 Code FBC2020rrP12014 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-0-0. (lb) - Max Horz 2=60(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 6, 2, 8, 7 Max Grav All reactions 250 lb or less atjoint(s) 6, 2, 8 except 7=440(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-7=-347/131 PLATES GRIP MT20 244/190 Weight: 39 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70f; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. it is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2, S. 7. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Ceie 6834 6904 Parke East Blvd. Tampa F.L.33610 Date: June 14,2021 A WARNING - Verity design paramoters and READ NOTES ON THIS AND INCLUDED f ITEK REFERENCE PAGE kill-7473 rov. 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. Addflional 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 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 a Job Truss Truss Type Qty Ply pesai Res T24299212 J41792 PB14 Piggyback 1 1 Job Reference (optional) udbi Truss, R. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 1012:09:34 2021 Page 1 ID:Ddwb_872wcNxjodrLIVohIzOSRq-9aUTrNoYOg9ePoZUa5NIkRIoCODXn_JL77m1 nQz7hW1 6-1-2 14-11-8 21-0-10 6-1-2 8-10-6 6-1-2 Scale = 1:35.7 44 = 1x4 II 4x4 = 3x4 = 11 10 9 8 3x4 = 1x4 II 1x4 II 3x4 = 1x4 II LOADING (psf) TCLL 20.0 TCDL 15.0 UCLL 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 0.38 BC 0.24 WB 0.07 Matrix-S DEFL. Vert(LL) Vert(CT) Horz(CT) in 0.01 0.03 0.00 (loc) I/deft Lid 7 n/r 120 7 n/r 120 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 72 lb FT = 20% LUMBER- BRACING - TAP 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.3 REACTIONS. All bearings 19-2-0. (lb) - Max Horz 2=88(LC 7) Max Uplift All uplift 100lb or less atjoint(s) 2, 10, 11, 8,6 Max Grav All reactions 250 lb or less at joints) except 2=258(LC 1), 10=400(LC 17), 11=461(LC 13), 8=452(LC 1), 6=263(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-10=-339/131, 3-11=-324/109, 5-8=318/109 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=Bft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DQL=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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 2, 10, 11, B. 6. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Joaquin Velez PE N6.eB{82' MiTek USAJIfic. FL`Cert,0634 6e04 Parke East Blvd. Tampa FL,33610 Date: June 14,2021 ®WARNING - Verify dWgn parameters and READ NOTES ON THIS AND INCLUDED I11TEK REFERENCE PAGE MII-7473 rov. 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 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/t 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 Desai Res T24299213 J41792 PB15 Piggyback 1 1 Job Reference o tional . CBsi QoaSi I cuss, m. Hlerce, FL - 34946, 8.430 S May l2 202i MI I eK Indusirles, Inc. I fiu Jun i O l2:0e:35 ZUGI rage 1 ID:Ddwb_872wcNxjodrLlVohl zQSRq-em22joAn8HVOy8g8pu_HelzgQeP WRNUMn WaJsz7hWk 12-11-8 21-0-10 12-11-8 8-1-2 Scale = 1:35.7 44 = 44 = 4 5 I `a 3x4 = 13 12 11 10 9 3x4 = 1x4 II 1x4 II 1x4 II 3x4 = 1x4 II 21-0-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.00 8 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(CT) 0.00 8 n/r 120 SCLL 0.0 Rep Stress [nor YES WB 0.09 Horz(CT) 0.00 7 n/a file BCDL 10.0 Code FBC2020/TP12014 Matrix-S Weight: 77 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.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 19-2-0. (lb) - Max Horz 2=-119(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 2, 11, 12, 7 except 13i-114(LC 8), 9=-114(LC 8) Max Grav All reactions 250 lb or less at joint(s) 2, 7 except 11=377(LC 18), 13=389(LC 13), 9=389(LC 14). 12=377(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 5-11=-291/76, 3-13=-305/141, 6-9=304/141, 4-12=-291/84 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=Bft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 8) • 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 11, 12, 7 except (jt=lb) 13=114, 9=114. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Joaquin Velez PENo88 d MITek USA„Inc. FL Cert,0834, 6904 Parka,East Blvd. Terppa,FL 33610 Date: June 14,2021 A ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED h11TEK 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 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 properly 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 Desai Res T24299214 FJob J41792 PB16 Piggyback 1, 1 Reference (optional) - tast OOaSt I russ, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTeK Industries, Inc. Thu Jun 10 12:09:36 2021 ID:Ddwb 872wcNxjodrLlVohlzQSRq.6ycDF3poYSPMe6jtIWPDpsg6WquEFuTeaRFf Scale = 1:37.0 4x4 = 04 = 4 5 3x4 = 13 12 11 10 9 3x4 = 1x4 II 1x4 II 3x4 = 1x4 II 1x4 II 21-0-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DQL 1.25 TC 0.45 Vert(LL) 0.01 8 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.28 Vert(CT) 0.03 8 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 7 n/a n/a 9CDL 10.0 Code FBC20201rP12014 Matrix-S Weight: 84 lb FT = 20% LUMBER- BRACING - TOP CHQRD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP N0.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 19-2-0. (lb) - Max Horz 2=-150(LC 6) Max Uplift All uplift 100 lb or less at Joint(s) 2,7 except 13=-158(LC 8), 9=-169(LC 8) Max Grav All reactions 250 lb or less atjoint(s) 2, 12, 11 except 13=551(LC 13), 9=592(LC 14), 7=260(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown, WEBS 3-13=419/191, 6-9=-443/201 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=Bft; Cat. 11; Exp B; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 2, 7 except (jt=lb) 13=158,9=169. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Joaquin Velez PE N6.88182 MiTtik USA, Inc. -FL Cert,6634 6804 Parke -East Blvd,;T,empa,FL S3810 Date: June 14,2021 ®WARNING - Verily design parametersand READ NOTES ON THIS AND INCLUDED NI TEK REFERENCE PAGE h111-7473 rev. 5/19/2020 BEFORE USE. " Design valid for use only with Mrrek® connectors. This design is based ony'upon parameters shown, 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 iviiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Qty Ply Desal Res J41792 PB17 Piggyback 1 T24299215 Job Reference (optional) • East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MITek Industries, Inc. Thu Jun 1012:09:37 2021 Page 1 ID: Ddwb_872wcNxjodrLlVohl zQSRq-agAbTPgQJIXDGGI3FEwSM3NMgEHL_Mpnp57hOkz7hWi 9-11-5 21-0-10 9-11-5 11-1-5 Scale = 1:36.7 4x4 = 4x4 = 3x4 = 13 12 11 10 9 3x4 = 1x4 II 1x4 II 1x4 II 3x4 = 1x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) 0.00 8 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.10 Vert(CT) 0.01 8 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-S Weight: 250 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 19-2-0. (lb) - Max Horz 2=148(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 2, 11, 7 except 13=-155(LC 8). 9=-172(LC 8) Max Grav All reactions 250 lb or less at joint(s) 2, 12, 11 except 13=539(LC 13), 9=606(LC 14), 7=265(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-13=-410/187, 6-9=-451/204 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 Do. Bottom chords 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpl=O.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 6) Provide adequate drainage to prevent water ponding. 7) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 8) Gable requires continuous bottom chard bearing. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' This truss has been designed for a 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. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 11, 7 except Qt=lb) 13=155, 9=172. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Joaqujn,Velez PE N0.68182 MIT& USA Inc. FL.CM 6834 8864 Parke East Blvd. Tampa FL 33810 Data: June 14,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED hIITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. " Design valid for use only with MiTek9 connectors. This design Is based only upon parameters shown, 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 ANSlyrp/t 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 T24299216 J4,1792 V4 Valley 1eference FDesRa!Res (optional) East Coast Truss, Ft. Pierce; FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 10 12:09:46 2021 Page 1 ID:Ddwb 872wcNxjodrLIVoh1zCISRq-ptD9MUx4BWfxreUoHdaZDzFwAsLWbRR6u_ggCjz7hWZ 2-0-0 4-0.0 2-0.0 2-0-0 2x4 = 2 2x3 2x3 Scale = 1:7.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-0-0, 3=4-0-0 Max Horz 1=-21(LC 6) Max Uplift 1=725(LC 8), 3=-25(LC 8) Max Grav 1=124(LC 1), 3=124(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=6.Opsf; BCDL=4.Ops1; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 1, 3. .Joaquin Velez PENo.68182 Mit K.J SA, nc. FL Ceit_8634 6904 Parke East Blvd. Tampa FL 33610 Data: June 14,2021 ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED 1A1TEK REFERENCE PAGE bill-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTekds connectors. This 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 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 ANS11 P/1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Desal Res T24299217 J41792 VBA Valley 1 1 Job Reference (optional) us$, Pt. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 1012:09:47 2021 Page 1 ID:Ddwb_8?2wcNxjodrLIVohlzQSRq-H4nNZgyiygnoSo2 rK5omAn?mGfBKu2F6eQDk9z7hWY 3-10-8 -1-8 8-0-0 3-10.8 -3-0 3-10-8 2x3 1x4 II 3x4 = 2x3 Scale = 1:14.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) n/a file 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(CT) n/a - file 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 3 n/a nla BCDL 10.0 Code FBC2020rrP12014 Matrix-P Weight: 25 lb FT = 20% LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=8-0-0, 3=8-0-0, 4=8-0-0 Max Harz 1=-52(LC 6) Max Uplift 1=-45(LC 8), 3=-45(LC 8), 4=34(LC 8) Max Grav 1=155(LC 1), 3=158(LC 14), 4=299(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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the. bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjolnt(s) 1, 3, 4. Joaquin Velez P.E No.88t$'2 ITek I USA,a6M. FL"Gait 80g', '88114 Parke East Blvd.;Tafnpa F.L $3810 Date: June 14,2021 WARNING - Verty design parameters and READ NOTES ON THIS AND INCLUDED tr11TEK REFERENCE PAGE 6111.7473 rev. 511912020 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 stability and to prevent 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 Duality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Desai Res T24299218 J41792 V12 Valley 1 1 Job Reference (optional) Coast i r uss, Ft. Pierce, r•L - aaaao, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 10 12:09:45 2021 Page 1 ID:Ddwb 872wcNxjodrLlVohlzQSRq-LhfdBBwSQCX4DUvbjv3Khlif2S7ss_PyfKx6gHz7hWa 3-10-8 8-1-8 12-0.0 3-10-8 4-3-0 3-10-8 Scale = 1:19.2 4x4 = 4x4 = 6 5 3x4 r, 1x4 li 1x4 II 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.19 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix-S Weight: 39 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 20 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. All bearings 12-0-0. (lb)- Max Horz 1=-50(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 1, 4, 5, 6 Max Grav All reactions 250 lb or less at joint(s) 1, 4 except 5=355(LC 18). 6=355(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-5=-268/94, 2-6=268/94 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VUIt=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=Bft; Cat. 11; Exp B; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide . will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4, 5, 6. Joaquin Velez PE No:68182 MiT4 USA.I& FL`COt;8834 6964 Parke Ee311 Bivd.,T.gmpe FL 33610 :Date: June 14,2021 A WARNING - Vodty-design parameters and READ NOTES ON THIS AND INCLUDED N1ITEK REFERENCE PAGE I0114473 rev. 5/19.12020 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 chard members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 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 Desai Res TVrlu6 T24299219 J41792 Valley 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 1012:09:46 2021 Page 1 ID: Ddwb_8?2wcNxjodrLIVohl zQSRq-ptD?MUx4B WfxreUoHdaZDzFgcsL1 bRT6u_ggCjz7hWZ 3-10-8 12-1-8 16-0-0 3 3-10-8 6-3-0 -10-8 4x4 = 6.00 12 4x4 = Scale = 1:25.7 3x4 fi 9 8 7 6 3x4 1x4 II 1x4 II 3x4 = 1x4 II 16-0-0 16-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. - In (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.19 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-S Weight: 53 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-0-0. (lb) - Max Horz 1=-50(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 8, 6, 9 Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 8=407(LC 17). 6=328(LC 1), 9=328(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-8=-330/125 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=Bft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) Gable requires continuous bottom chord bearing. 71 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 8 ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 8, 6, 9. Joaquin Velez PE-No.68132 MITek'USA„ hc. FL:Ceit 6834 8804 Pike EaeiBlvd. Tampa,FL 33610 Date: June 14,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE b111-7473 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 prop any 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 ANSUlP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety lntonnadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Desaj Res T24299220 J41792 ZCJ1 Jack -Open 20 1 Job Reference (optional) ubb, rI. r,erce, rL-J4e4b, �I 8.430 s May 12 2021 MITek Industries, Inc. Thu Jun 1012:09:48 2021 Page 1 ID: Ddwb_872wcNxjodrLlVohl zQSRq-IGKmn9zKj7wf4ydAP1 di JOKDCf203LwP LI9m Hcz7hWx 0-11�4 0.11-4 , 0-11-4 0-11-4 Scale = 1:8.5 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP. TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.00 6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(CT) 0.00 6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 7 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.3 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=56(LC 8) Max Uplift 3=-4(LC 1), 2=-120(LC 8), 4=20(LC 1) Maii'Grav-3=13(LC 8), 2=199(LC 1), 4=28(LC 8) 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=120. Joaquin VeIdz PEt 6;66167` MiTekUSAJ :FL`Ceit;8634 004 Parke EastBlvd-. Tampa FL U910 Data: June 14,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 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 ony. Additional temporary and permanent bracing Is always require-dfor'stabllky and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the M iTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUPP/f Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf. MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type City Ply Desai Res T24299221 J41792 ZCJ1A JACK -OPEN 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 TCDL 15.0 Lumber DOL 1.25 BC 0.42 BCLL 0.0 Rep Stress [nor YES WB 0.00 BCDL 10.0 Code FBC2020/TPI2014 Matrix -MR 6.43U 9 May 12 ZU21 MrreK Industries, Inc. I nu Jun TU 1 Z:UU:4y ZUZ1 rage 1 ID:Ddwb_872wcNxjodrL[VohlzQSRq-DSu8 VzyUR2Wi6CNyl8GrbtNd317ooAYayvKp2z7hWW 01 0-11-0 6.00 12 Scale = 1:21.6 5 4 3x3 II DEFL. in (loc) I/clef] Ud PLATES GRIP Vert(LL) -0.00 5 >999 240 MT20 244/190 Vert(CT) -0.00 5 >999 180 Horz(CT) -0.04 3 n/a n/a Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x6 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (size) 5=0-7-4, 3=Mechanical, 4=Mechanical Max Horz 5=152(LC 8) Max Uplift 5=-124(LC 6), 3=127(LC 8), 4=-228(LC 8) Max Grav 5=300(LC 15), 3=75(LC 6), 4=158(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 0-11-4 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (directional); end vertical 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=124, 3=127, 4=228. .Joaqufri Velez PE,No;B$18i,; 'MiTekuSA Inc.FL`Cert68SQ_ 6tj6d Parke Eea1"'I 7aRrpa'FL 33810 Data: June 14,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE b111-7473 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 verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing isalways required for siability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding theMOW 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. safetylnforrrrat/on available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610 Job Truss Truss Type Oty Ply Desai Res T24299222 J41792 ZCJ1B JACK -OPEN 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 1x4 1 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 1012:09:49 2021 Page 1 ID:Ddwb 872wcNxjodrLlVoh1zOSRq-DSu8_VzyUR2Wi6CNyl8GrbtMD3LtooAYayvKp2z7hWW 0�1 4 0.11.4 Scale=1:17.5 2x4 II 0-11-4 0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -MR Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x6 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 5=0-7-4, 3=Mechanical, 4=Mechanical Max Horz 5=129(LC 8) Max Uplift 5=-57(LC 4), 3=-74(LC 15), 4=-132(LC 8) Max Grav 5=273(LC 1), 3=28(LC 6), 4=82(LC 6) 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=Bft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); end vertical left 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 specific to the use of this truss component. 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 5, 3 except Qt=lb) 4=132. :Joaquin Velez PE No.88182 MiT,ek USA, Inc: FLVrt;8634. , 6660arke..East Blvd",•T,aMpa,F,L 33610 Date: June 14,2021 ® 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 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 Mire 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?PI1 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, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Desai Res T24299223 J41792 ZCJ3 Jack -Open 13 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MITek Industries, Inc. Thu Jun 10 12:09:50 2021 Page 1 ID:Ddwb_872wcNxjodrLIVohizQSRq-hfSWBr 1f aFIANKGnZWSfVOpPZiTj3XEQiocetLUz7hW 2-11.4 2-11-4 Scale=1:13.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.00 4-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.01 4-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=93(LC 8) Max Uplift 3=-31(LC 8). 2=-91(LC 8) Max Grav 3=83(LC 13), 2=242(LC 1), 4=51(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=6.Opsf; BCDL=4.Opsf; h=18ft; 8=108ft; L=70ft; eave=aft; Cat. 11; Exp B; Encl., GCpi=0.1 B; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 40ttin,VeI6z.PE 06.88192 V T,ek USA, IhC Fl: Ceit8634 89114 Petke East Blvd, Tampa FL S810. Date: June 14,2021 ® WARNING - Vorify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ir111-7473 rev. Sr19/2020 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 buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSaPIf Quality Criteria, DSB-69 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 Desai ResT24299224 J41792 TZCJ3A Jack -Open 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MITek Industries, Inc. Thu Jun 10 12:09:512021 Page 1 ID:Ddwb 872wcNxjodrLIVohizQSRq-ArOuPB7CO21DxPM14AAkwOylpt2QGhgriGOQtwz7hWU 2-11-4 �— 2-11-4 Scale: V=1' 2x3 = 2-11-4 2-11-4 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.00 3-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.01 3-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Weight: 9lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=0-8-0, 2=Mechanical, 3=Mechanical Max Horz 1=55(LC 8) Max Uplift 1=-12(LC 8), 2=-39(LC 8), 3=1(LC 8) Max Grav 1=129(LC 1), 2=93(LC 13), 3=56(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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psi bottom chard 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) 1, 2, 3. Joaquin Velez PE'No:f18182 `WiikVSA, inc. FL:Ceit_.8834. 8904ParkecEagt Blvd. Tampa FL 33810 Date: June 14,2021 ® WARNING - Verify design parametersand READ NOTES ON THIS AND INCLUDED 1AITEK REFERENCE PAGE M11-7473 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 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/7P/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 Oty Ply Desai Res T24299225 J41792 ZCJ3B JACK -OPEN 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 1012:09:51 2021 Page 1 ID: Ddwb_8?2wcNxjodrLIVohl zOSRq-ArOUPB?CO21DxPM14AAkwOyijt?HGhgr1 GOOtwz7hWU 2-11-4 J r 2 11 4 1x4 3x3 11 Scale = 1:22.4 LOADING (psi] SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.02 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.38 Vert(CT) 0.02 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.07 3 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MR Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x6 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 5=0-7-4, 3=Mechanical, 4=Mechanical Max Horz 5=166(LC 8) Max Uplift 5=-55(LC 4), 3=-78(LC 8), 4=74(LC 8) Max Grav 5=265(LC 1), 3=90(LC 13), 4=46(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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); end vertical left 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 specific to the use of this truss component. 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. Joaqun';Velez PE N60ft MiTek USA Iri FL`6h 66*1, 0104 Petite Eastl91vt1. T,ernpa 0L,33010 Date: June 14,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NIITEK REFERENCE PAGE hill-7473 rev. 511212020 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 Bracing Indicated is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek building design. prevent of Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, sea ANS11TP/1 Quality Criteria, DSB-e9 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 'us Type City Ply Desai Res FZCJS T24299226 Job 8 1 Job Reference (optional) - East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 10 12:09:52 2021 Page 1 ID:Ddwb 8?2wcNxjodrLlVohlzQSRq-elaGcXOrnMQ4ZZxyethzTEVg7HKt78w_Gw7_QNz7hWr 4-11-4 Scale = 1:18.4 4-11-4 4-11-4 Plate Offsets (X,Y)— [2:0-3-4,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.02 4-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.06 4-8 >974 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 rule n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -AS Weight: 20 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=132(LC 8) Max Uplift 3=-65(LC 8), 2=-92(LC 8) Max Grav 3=159(LC 13), 2=324(LC 1), 4=90(LC 3) FARCES. (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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat, 11; Exp B; Encl., GCpl=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 Ito uplift at joint(s) 3, 2. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. .Joaquin Velez PE N6.68182 MITek'USAJri6..FL:Cdrt 8634 8904 Parke East Blvd Terppp;FL.33610 Date, June 14,2021 ® WARNING - verify design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 6111-7473 rov. 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 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/TP11 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 Desal Res T24299227 J41792 ZCJ5C JACK -OPEN 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 1x4 1 3x4 11 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 10 12:09:53 2021 Page 1 ID: Ddwb_892wcNxjodrLlVohl zQSRq-6E8fgtOTYgYxBj WBBbCCOR1 OngcfkbpBVatXypz7hWS 4-11-4 4-11-4 I$ 4 Scale=1:27.2 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TP12014 CSI. TC 0.48 BC 0.58 WB 0.02 Matrix -AS DEFL. in Vert(LL) 0.11 Vert(CT) 0.09 Horz(CT) -0.22 (loc) I/deft L/d 6 >524 240 6 >595 180 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 29 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x6 SP No.3 *Except* 3-6: 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 7=0-7-4, 4=Mechanical, 5=Mechanical Max Horz 7=204(LC 8) Max Uplift 7=-96(LC 8), 4=-104(LC 8), 5=-88(LC 8) Max Grav 7=341(LC 1), 4=135(LC 13), 5=83(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-251/78 NOTES- 1) Wind: ASCE 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=Bft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); end vertical left 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5 except Qt=lb) 4=104. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. .Joaquin: Velez PE No.88182 II USA,,Inc'. FL'Cert 8834 8904 Pe[ke,Eaa4 Bivd: Tampa F.L.33810 Date: June 14,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NIII-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 verify the applicability of design parameters and propedy Incorporate this design Into the overall building design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MST®�• prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?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 Desai Res T24299228 J41792 ZEJ2 Jack -Open 4 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 TCDL 15.0 Lumber DOL 1.25 BC 0.04 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2020lrP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=76(LC 8) Max Uplift 3=-14(LC 8), 2=-95(LC 8) Max Grav 3=49(LC 13),2=212(LC 1),4=31(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 8.430 s May 12 2021 MTek Industries, Inc. Thu Jun 1012:09:55 2021 Page 1 ID:Ddwb 872wcNxjodrLlVohizQSRq-2cGPFZ2j3HofQ1gWJOFg5s7QRURSCVfRyuMeOiz7hWQ 2-0-0 2-0-0 Scale = 1:11.2 DEFL. in (loc) I/deft Ltd PLATES GRIP Vert(LL) -0.00 8 >999 240 MT20 244/190 Vert(CT) -0.00 8 >999 180 Horz(CT) 0.00 2 file n/a Weight: 10 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second.gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. .Joaquin Velez PENo:88i8i, Miiek USA, Inc. FL.Cert,8634 6004 Parke. East.Blvd. Tampa FL 33610 Date: June 14,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. Design valid for use onlywith 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rFI1 Qualify 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 Type City Ply Desai Res T24299229 J41792 TZEJ3 JACK -OPEN 3 1 Job Reference (optional) - East Coast Truss, Ft. Pierce, FL - 34946, 1x4 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 10 12:09:58 2021 Page 1 ID:Ddwb_8?2wcNxjodrLIVohlzQSRq-SBxYta4bMCAEHU05 8oNNkxhhRJPsxtesaldOz7hWN -1.7-10 0-8-8 3-0-0 1-7-10 0.8-8 2-3-8 Scale: 1/2'=1' LOADING (psi] SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL , 1.25 TC 0.21 TCDL 15.0 Lumber DOL 1.25 BC 0.16 BCLL 0.0 Rep Stress [nor YES WB 0.03 BCDL 10.0 Code FBC2020/rP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=95(LC 8) Max Uplift 4=-17(LC 8), 2=-88(LC 8), 5=-6(LC 8) Max Grav 4=60(LC 13), 2=251(LC 1), 5=64(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 10 1x4 II 2x3 II DEFL, in (loc) Well Ud PLATES GRIP Vert(LL) -0.00 10 >999 240 MT20 244/190 Vert(CT) -0.01 10 >999 180 Horz(CT) -0.01 5 n/a n/a Weight: 23 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 10-0-0 oc bracing: 2-9 NOTES- 1) Wind: ASCE 7-16; Vult=I6omph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=Bft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2, 5. .Joaquin Velez PE-N6,11IN . MiTek,USA Ine .FL`Cert 8834?., 6904 Perke Eti4181vd 1ja pe;FL 33610 Date; June 14,2021 ®WARNING - Verify design pararneters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE N111-7473 rov. 5119.12020 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oltrusses 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 Oty Ply Desai Res T24299230 J41792 ZEJ3A JACK -OPEN 7 1 Job Reference (optional) East toast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 10 12:09:59 2021 Page 1 ID:Ddwb 872wcNxjodrLIVohlzQSRq-xOVw4w5E7W15vezlYrJcFiH3i5jgBJfOtWKs9Tz7hWM 2-11-4 2-11-4 1x4 3x3 11 Scale = 1:22.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.02 4-5 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.38 Vert(CT) 0.02 4-5 >999 180 BCLL 0.0 Rep Stress [nor YES WB 0.00 Horz(CT) -0.07 3 n/a n/a BCDL 10.0 Code FBC2020frPI2014 Matrix -MR Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x6 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 5=0-7-4, 3=Mechanical, 4=Mechanical Max Horz 5=166(LC 8) Max Uplift 5=-55(LC 4), 3=-78(LC 8), 4=-74(LC 8) Max Grav 5=265(LC 1), 3=90(LC 13), 4=46(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); end vertical left 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 specific to the use of this truss component. 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 tail by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. .Joaquin,Velez PE No.68182 MiT&USA,anc FL`Ceft,8834 8804 Parke;EaetBivd.,T,arnpe FL.33610 'Date: June 14,2021 ® WARNING - Vedfy dosign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 ray. 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 verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP/1 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 Desai Res T24299231 J41792 ZEJ4 Jack -Open 7 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 1U 12:1D:00 202i rage i ID: Ddwb_872wcNxjodrLlVohl zQSRq-Pa3llG6supQyWoYU6ZgrowgEQV4HlmuA6A3Pivz7hWL 4-0-0 4-0-0 Scale: 3/4"=1' 4-0-0 _ 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.01 4-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.02 4-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=D-8-0, 4=Mechanical Max Horz 2=114(LC 8) Max Uplift 3=-50(LC 8), 2=-90(LC 8) Max Grav 3=124(LC 13), 2=284(LC 1), 4=72(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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=Bft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE N0:88182 MITek USA,: Inc.FL:Ceit;8834 8804 Parke East Blvd. Tempa FL 33810 Date: June 14,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED IVIITEK REFERENCE PAGE blil-7473 rev. 5/19/2020 BEFORE USE, Design valid for use only wdh 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 applicabllity of design parameters and propedy 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 ANSI/rPl1 Quality CHter/e, 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 Desai Res T24299232 J41792 ZEJ5 Jack -Open 1 1 Job Reference (optional) Cast coast truss, Ft. Pierce, FL - 34946, 4 1x4 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 10 12:10:01 2021 Page 1 ID: Ddwb_872wcNxjodrLIVohl zQSRq-tmdgVc7Uf7Yp8y7gfGM4K7MM5vO9cD8JKgpyELz7hWK 4-10-8 ~ 4-10-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.02 4-8 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.06 4-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2020lrP12014 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0.8-0, 4=Mechanical Max Horz 2=130(LC 8) Max Uplift 3=-64(LC 8), 2=-92(LC 8) Max Grav 3=156(LC 13), 2=321(LC 1), 4=89(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:18.3 PLATES GRIP MT20 244/190 Weight: 20 lb FT = 20% BRACING - TOP CHORD Structural woad sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. ll; Exp B; Encl., GCpi=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. e) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velei PE 96':881'82` Walk USA, Inc. FL'Ceit 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 14,2021 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED t 11TEK REFERENCE PAGE Mil-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 MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTP/1 Duality Cr/ferla, 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 Desai Res T24299233 J41792 ZEJ5C Jack -Open 3 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 122021 MiTek Industries, Inc. Thu Jun 10 12:10:02 2021 Pagel ID:Ddwb 872wcNxjodrLIVohlzQSRq-LyB2jy76QRggm6itD tJILvTGJhjLgOTZUYWmoz7hWJ 1-7-10 2-7-0 5-0-0 1-7-10 2-7-0 2-5-0 Scale = 1:18.6 N N O d 2-7-0 5-0-0 2-7-0 2-5-0 Plate Offsets (X Y)— 12:0-0-0 0-0-4] [3:0-3-12 0-0-101 LOADING (psi) SPACING. 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.05 6 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.11 6 >527 180 BCLL 0.0 Rep Stress Incr YES WS 0.00 Horz(CT) 0.05 5 n/a n/a BCDL 10.0 Code FBC2020rTP12014 Matrix -AS Weight: 22 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. OTHERS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=133(LC 8) Max Uplift 4=-52(LC 8), 2=-90(LC 8), 5=6(1_10 8) Max Grav 4=144(LC 13), 2=331(LC 1). 5=94(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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2, 5. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez pE No.60Z MITeK,USA Iric;FL`�rt6834'. 8904 Parke EesfBl4dTempe;FL 33810 Date: June 14,2021 ®WARNING - yodfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119.12020 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 buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI117PI1 Quality Criterla, 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 Desai Res T24299234 J41792 2EJ7 Jack -Open 7 1 Jab Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 10 12:10:03 2021 Page 1 ID: Ddwb_872wcNxjodrLIVohl zQSRq-p9IRwl8kBkoWNFH3nhOYPYSgniz247eco813JEz7hWl 7-0-0 7-D-0 Scale = 1:23.4 axq = 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 0.70 Vert(LL) 0.10 4-8 >867 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.24 4-8 >344 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -AS Weight: 26 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SIR No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SIR No.3 BOT CHORD Rigid ceiling directly applied. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=171(LC 8) Max Uplift 3=-99(LC 8), 2=-98(LC 8) Max Grav 3=237(LC 13). 2=413(LC 1), 4=128(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=6.Opsf; BCDL=4.0psf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. .Joaquin Velez PE No.68.182 MIek USA; Inc: FL• Ceit,6834 6904 Parke East Blvd. Tempe FL 33810 Date: June 14,2021 ® WARNING - Verify design parametersand READ NOTES ON THIS AND INCLUDED NIITEK REFERENCE PAGE NIII-7473 rev. 511912020 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 ANSM11 Quality Criteria, DSB-B9 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 Desgi Res T24299235 J41792 ZEJ7A Jack -Open 4 1 Job Reference (optional) ' East Coast Truss, Ft. Pierce, FL - 34946, i 3x3 = 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun lu 12:1U:u4 zu[i rage i ID:Ddwb_8?2wcNxjodrLlVohizQSRq-HLlp8e9My2xN?PsFLOvnym_g261vpaulOoldrgz7hWH I$ Scale = 1:22.3 Plate Offsets (X Y)— 11:0-1-4 Edoell LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.12 3-6 >714 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.26 3-6 >326 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 1 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 22 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. REACTIONS. (size) 1=Mechanical, 2=Mechanical, 3=Mechanical Max Horz 1=133(LC 8) Max Uplift 1=-29(LC 8), 2=-103(LC 8) Max Grav 1=312(LC 1), 2=242(LC 13), 3=129(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=6.Opsf; BCDL=4.Opsf; h=1811t; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psi 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) 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) 1 except at -lb) 2=103. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No;68182 MIT&USA,anc. FLC6rt 6634 6904 Parke test Blvd. Tampa FL 33810 Data: June 14,2021 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 511912020 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 oftrusses and truss systems, see ANS11TPl1 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 Desai Res T24299236 141792 ZEJ7B GABLE 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 1-7.10 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun lU 12:lU:05 21r21 rage 1 ID; Ddwb_872wcNxjodrLIVohl zQSRq-IXsB LzA7jM3EdZRRu6QOVzXOGWiaYOLvFSnAN7z7hWG 7-0-0 , LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.03 5 n/r 120 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.11 5 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2020rTP12014 Matrix-P LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (size) 2=4-8-0, 8=4-8-0, 7=4-8-0 Max Horz 2=202(LC 8) Max Uplift 2=-57(LC 8), 8=-120(LC 1), 7=-334(LC 8) Max Grav 2=246(LC 1), 8=142(LC 8), 7=599(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-7=-467/387 Scale = 1:23.4 (3)- 0.131 x3.5" TOENAILS (3)- 0.131 x3.5" TOENAILS PLATES GRIP MT20 244/190 Weight: 30 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=2ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); 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 ANSI/TPI 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to Increase plate sizes to account for these factors. 5) Gable studs spaced at 2-0-0 Co. 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 joints) 2 except (jt=lb) 8=120,7=334. .Joaquin Veiez,PE'N'o`.79M & Miiek'USA; Inc; FLCM 8934 6904Parke East Blvd. Tampa FL 33810 Date: June 14,2021 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED 1.11TEK 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 verity the applicability of design parameters and prop edy 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/t 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 Jop Truss Truss Type Qty Ply Desai Res T24299237 J41792 ZEJ18 Jack -Open 3 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 6.43U S May 1Z ZUZI MI I eK Inaustrles, Inc. I nu Jun i u -i 2:uw;u0 zvc t rdye 1 ID: Ddwb_8?2wcNxjodrLIVohl zQSRq-6EBfgtOTYgYxBjWBBbCCORl4ygkAkb9BVatXypz7hWS 1-8-12 1-8.12 1x3.5" :NAILS Scale = 1:10.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.01 4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MP Weight: 10 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-1-8 Max Horz 2=71(LC 8) Max Uplift 3=-7(LC 5), 2=-97(LC 8) Max Grav 3=48(LC 13), 2=204(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-8-12 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 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 at joint(s) 2. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. Joaquin Velez PE No.681B2 MiTek Us 0..FL`Cert8834 6904 Perkg EaeIt Blvd, Tampa;F.L, 33610 Data; June 14,2021 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED t ITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 6EFORE 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 Bracing Indicated Is to buckling individual truss and/or chord members only. Additional temporary and permanent bracing MiTek` building design. prevent of web is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 oty Ply Desai Res T24299238 J41792 ZEJ19 Jack -Open 2 1 Job Reference (optional) • East Coast Truss, Ft. Pierce, FL - 34946, 1x4 II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TIC 0.21 TCDL 15.0 Lumber DOL 1.25 BC 0.11 BCLL 0.0 Rep Stress [nor YES WB 0.00 BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-1-8 Max Horz 2=73(LC 8) Max Uplift 3=-B(LC 5), 2=-97(LC 8) Max Grav 3=54(LC 13), 2=206(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 8,430 s May 12 2021 MiTek Industries, Inc. Thu Jun 1012:09:54 2021 Page 1 ID:Ddwb 892wcNxjodrLlVohlzQSRq-aQ111D151zgoot5KIIjRYfaFi44BT2PHIEc5UFz7hWR 1-9-12 1-9-12 Scale = 1:10.7 c3.5" AILS DEFL, in (too) I/deft L/d PLATES GRIP Vert(LL) -0.01 4 >999 240 MT20 244/190 Vert(CT) -0.01 4 >999 180 Horz(CT) 0.00 3 n/a n/a Weight: 10 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-9-12 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=Bft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 at joint(s) 2. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. J09uin Velez PE N6.68182 MiTek`Uspniv. FL:Cert 6634 `6604 Parke East Blvd. T.empa F.L 33010 Data: June 14,2021 ®WARNING - Vodfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �w a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcatlon, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety/nfonoetlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply Desai Res T24299239 J41792 ZEJ21 Jack -Open 2 1 Job Reference o lional East Coast Truss, Ft. Pierce, FL - 34946, �I 6.41M S May 12 zV21 MITeK inciusirles, inn. Thu Jun 10 I2;05.55 4U2 i ratio I ID:Ddwb_8?2wcNxjodrLIVohl zQSRq-2cGPFZ2j3HofQ 1 gWJOFg5s7QRU RPCVfRyuMeOlz7hWQ 2-1-3 2-1-3 y2 1 Scale = 1:11.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.00 8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.05 Vert(CT) -0.00 8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -MP Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-1-3 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Herz 2=77(LC 8) Max Uplift 3=-15(LC 8), 2=-94(LC 8) Max Grav 3=51(LC 13),2=213(LC 1),4=33(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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 3, 2. .Joaquih Velez PE-No:88182 Mitek USklrtc..FL'Cert;6834 6904,1?erke East Blvd. Tampa FL 33610 Date: June 14,2021 ®WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED IAITEK REFERENCE PAGE N111-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MTeM connectors. This design Is based only upon parameters shown, 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 ANS11TPl1 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 Desai Res T24299240 J41792 ZEJ22 JACK -OPEN 2 1 Job Reference o floral East Coast Truss, Ft. Pierce, FL - 34946, 8.430 Is May 12 2021 MTek Industries, Inc. Thu Jun 10 12:09:56 2021 Page 1 ID: Ddwb_8?2wcNxjodrLIVohl zQSRq-WppnSv3LgbwW2BEjtjmvd4faFunhxyvaBY5BZ8z7hWP 1-513 2-1-11 r 1513 2-1-11 Scale = 1:11.1 1x4 1 �I 2-1-11 2-1-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.00 8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.00 8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -MP Weight: 11 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=75(LC 8) Max Uplift 3=-13(LC 5), 2=-109(LC 8) Max Grav 3=48(LC 13), 2=235(LC 1). 4=32(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-1-11 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=Bft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 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. 63 Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except pt=lb) 2=109. Joaquin VelevPE Na0816�" Mi k.USAlnt.;FLiCeit,8834 Boot Parke -East Blvd. Tampa FL 33610 Data: June 14,2021 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED NIITEK REFERENCE PAGE kill-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 building design. Bracing indicated is to prevent buckling of Individual truss web and/or chard members only. Additional temporary and permanent bracing M!Tek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdoation, storage, delivery, erection and bracing of trusses end truss systems, see ANS117P/1 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 City Ply Desai Res T24299241 J41792 ZEJ28 JACK -OPEN 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MTek Industries, Inc. Thu Jun 10 1 Z:09:57 ZOZ1 Pagel ID:Ddwb_872wcNxjodrLlVohizQSRq_7N9gE4zbu2NfKpvQQH8AHCl?I6CgP9jPCr15az7hWO -1-5-13 2-8-5 1-5-13 2-8-5 Scale = 1:12.3 1x4 , 2-8-5 2-8-5 LOADING (pso SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.00 8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.00 4-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 13 lb FT = 20% LUMBER. BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-8-5 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=85(LC 8) Max Uplift 3=-22(LC 8), 2=-106(LC 8) Max Grav 3=70(LC 13), 2=252(LC 1), 4=44(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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=6ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 2=106. ;Joaqu'in Velez PE t o.61112; MiT.ek'USA,lnc.:FLC9t 4*; 6904 Parke Eagt Bivd;;Ternpa FL 33MO Date: June 14,2021 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rov. 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 building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek_ Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing o1 trusses and truss systems, see ANSUTP/1 Duality 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 Desai Res T24299242 J41792 ZEJ37 Jack -Open 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MTek Industries, Inc. Thu Jun 1012:09:58 2021 Page 1 ID: Ddwb_8?2wcNxjodrLlVohl zQSRq-S BxYta4bMCAEHU05_BoNYkuShQvPsPtesaldOz7hWN -1-7-10 2-7-0 3-7-11 1-7-10 2-7-0 1-0.11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 TCDL 15.0 Lumber DOL 1.25 BC 0.25 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2020iTPI2014 Matrix -MR LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=107(LC 8) Max Uplift 4=-28(LC 8), 2=-89(LC 8), 5=5(LC 8) Max Grav 4=94(LC 13), 2=273(LC 1), 5=71(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:15.3 2-7-0 9-7-11 2-7-0 1 0 11 DEFL, in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.01 6 >999 240 MT20 244/190 Vert(CT) -0.03 6 >999 180 Horz(CT) 0.01 5 n/a n/a Weight: 17 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-11 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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. it is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 tell by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2, 5. Joaquin :VelezEE.N6.08182 MIT& US, Ihb. FL Celt 6634 6904 Perke East Blvd. Tampa.FL 33810 .Date: June 14,2021 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED h11TEK REFERENCE PAGE MII-7473 rev. 6119l2020 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 ANSIMP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parka 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 Desal Res T24299243 J41792 ZEJ46 Jack -Open 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 1012:10:00 2021 Page 1 ID: Ddwb_872wcNxjodrLlVohl zQSRq-Pa3l lG6supQyWoYU6ZgrowgDRt37tmuA6A3Pivz7h WL 4-6-0 4.6-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 TCDL 15.0 Lumber DOL 1.25 BC 0.34 BCLL 0.0 Rep Stress [nor YES WB 0.00 BCDL 10.0 Code FBC2020rrP]2014 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=123(LC 8) Max Uplift 3=-58(LC 8), 2=-91(LC 8) Max Grav 3=142(LC 13), 2=305(LC 1), 4=82(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:17.4 DEFL. in ([cc) I/defi Lid PLATES GRIP Vert(LL) -0.02 4-8 >999 240 MT20 244/190 Vert(CT) -0.04 4-8 >999 180 Horz(CT) 0.00 2 n/a n/a Weight: 18 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin VelezPENo.68182 N)iTekUSA Ine.;FLCeR;8834 6964 Parke EaetBlvd. Tampa,FL 33610 Date: June 14,2021 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED ry11TEK REFERENCE PAGE blil-7473 rev. 511912020 BEFORE USE. " Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" prevent Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rP/1 quality Criterle, 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 Des Res T24299244 J41792 ZEJ69 JACK -OPEN 1 1 Job Reference optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 1012:10:03 2021 Page 1 ID: Ddwb_872wcNxjodrLIVoh1 zQSRq-p9iRwl8kBkoWNFH3nhOYPYSfwiyU471 co813JEz7hWl 6-8-4 6-8-4 1x4 1x4 6�8-4 6-8-4 Scale=1:33.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.32 6 >241 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(CT) 0.27 6 >285 180 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) -0.44 4 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix -AS Weight: 35 lb FT - 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x6 SP No.3 *Except* 3-6: 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 7=0-7-4, 4=Mechanical, S=Mechanical Max Horz 7=238(LC 8) Max Uplift 7=-133(LC 8), 4=128(LC 8), 5=-106(LC 8) Max Grav 7=414(LC 1), 4=179(LC 13), 5=116(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-298/89 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); end vertical left 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 specific to the use of this truss component. 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 tell by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 7=133, 4=128, 5=106. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. .Joaqujh Velez PE 96:6818f MITek'USA fnc:;FL:CeR(BBSQ 89114 P6rke-East Blvd Tampa FL 33810 Dalik June 14,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED IAITEK 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 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 oftrusses and truss systems, see ANS11TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety/ntormat/on available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Desai Res T24299245 J41792 ZHJ2A DIAGONAL HIP GIRDER 2 1 Job Reference (optional) oast webs nubs, ri. rlerce, rL - a9e4t), dA3U s May 12 ZU21 M118K Industries, Inc. Thu Jun 10 12:1u:u6 2UZ7 Page 1 ID:Ddwb 8?2wcNxjodrLIVohlzQSRq-DkQZYJAdUfB5Ej?eSpxF1B4ECw7_HUQ2U5WjvZz7hWF -1-11-6 2-9.r 1-11-6 2-9-4 d�AR— 2x3 11 3x3 = Scale:l/2'=1' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.02 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.30 Vert(CT) 0.02 5-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(CT) -0.01 3 n/a Na BCDL 10.0 Code FBC2020rrP12014 Matrix -MP Weight: 26 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* BOT CHORD 2-6: 2x6 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 6=0-9-8, 4=Mechanical Max Horz 6=171(LC 8) Max Uplift 3=-121(LC 13), 6=290(LC 4), 4=-272(LC 8) Max Grav 3=96(LC 24), 6=273(LC 30), 4=153(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 2-9-4 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl„ GCpi=0.18; MWFRS (directional); end vertical left exposed; porch left exposed; 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 ANSI/TPI 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 gjrder(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 at=lb) 3=121, 6=290, 4=272. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 59 lb down and 102 lb up at 1-3-15, and 130 lb down and 231 lb up at 1-4-15 on top chord, and 186 lb down and 222 lb up at 1-4-15 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: 1-2=-70, 2-3=-70, 4-6=-20 Continued on page 2 .Joaquin VelezPt 06.88182 MiTeK USA, inc FL Girt 883¢. 8904 Parke East 81vd: Tampa,FL 33810 Date: June 14,2021 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED I11TEK REFERENCE PAGE M111I-7073 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 building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Addlionai 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 ANS1/rp/1 Duality Criteria, DSB-99 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply Desai Res T24299245 J41792 ZHJ2A DIAGONAL HIP GIRDER 2 1 Job Reference o lional East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 10 12:10:06 2021 Page 2 ID:Ddwb 872wcNxjodrLlVohlzQSRq-DkQZYJAdUfB5Ej7eSpxF1B4ECw7_HUQ2U5WjvZz7hWF LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 8=111(F=42, B=69) 9=30(B) ®WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE hill-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 �w a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web 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 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 Desai Res T24299246 J41792 ZHJ3A DIAGONAL HIP GIRDER 2 1 Job Reference (optional) East Coast Truss, Ft, Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 10 12:1 U:U7 ZU21 Page 1 ID:Ddwb_872wcNxjodrLlVohlzQSRq-iw xmfBFFzJystagOXSUaOcS9JUIOxdCjIGHS7z7hWE -1-10-5 0.10.5 1 0 2-5. 4-2-3 1-10-5 0.10.5 0-1-11 11'1-8-14 Scale: 1/2"=1' 1x4 2x3 11 2x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Ud PLATES GRIP TCLL ;Oslo Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.01 8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.02 8 >999 180 BCLL 0.0 ' Rep Stress [nor NO WB 0.00 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MR Weight: 29 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP N0.2 *Except* 3-7: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (size) 2=0-10-9, 6=Mechanical, 4=Mechanical Max Horz 2=91(LC 8) Max Uplift 2=-153(LC 8), 4=-37(LC 8) Max Grav 2=292(LC 1), 6=58(LC 3), 4=93(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 4-2-3 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 10-0-0 oc bracing: 7-9 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; save=Bft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors, 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 girders) for truss to truss connections, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 2=153. 8) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 56 lb down and 104 lb up at 1-4-15, and 56 lb down and 104 lb up at 1-4-15 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 9-11=-20, 7.8=-20, 5-7=-20 Concentrated Loads (Ib) Vert: 14=85(F=42, B=42) .Joaq uih.Velez PE N o.66182 MIT& USA, Inc: FL Ceft,6634 661140ar1(6 East Blvd. Tampa FL $3610 Data: June 14,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE trill-7473 rev. 511912020 BEFORE USE. " Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS117P11 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 Desai Res T24299247 J41792 ZHJ4 DIAGONAL HIP GIRDER 2 1 Job Reference (optional) 1m �I ts.43D s May 12 ZUZ1 MI I eK Inaustrles, Inc. Thu Jun 10 12:10:Ug ZU21 Pagel I D: Ddwb_872wcNxjodrUVohl zQSRq-eJ6iBLDVmaZg5AkD7yVyfpiae7AEUgIVA31N Wuz7hWC 1-10-5 3-0-2 5-7-2 1-10-5 3-0-2 2-7-0 Scale: 3/4"=l' v 05 N Plate Offsets (X,Y)— 12:0-3-9 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.01 7-11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(CT) 0.01 7-11 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(CT) 0.00 5 n/a file BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 28 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (size) 4=Mechanical, 2=0-10-15, 5=Mechanical Max Horz 2=113(LC 8) Max Uplift 4=-32(LC 8). 2=-194(LC 8). 5=-36(LC 8) Max Grav 4=91(LC 17), 2=291(LC 1), 5=136(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-350/78 BOT CHORD 2-7=-107/263, 6-7=107/263 WEBS 3-6=-293/119 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except Qt=lb) 2=194. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 56 lb down and 104 lb up at 1-4-15, 56 lb down and 104 lb up at 1-4-15, and 94 lb down and 63 lb up at 4-2-15, and 94 lb down and 63 lb up at 4-2-15 on top chord, and 20 lb down and 48 lb up at 1-4-15, 20 lb down and 48 Ib up at 1-4-15, and 23 lb down at 4-2-15, and 23 lb down at 4-2-15 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: 14=70, 5-9=20 Continued on page 2 :Joaquin,Ve1ez0rh6 68l&' MNkIJSA,.Ikr. FL:6ki934 8904 Parke East Blvd. Tampa.FL 33610 Dte: June 14,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE bill-7473 rev. 5/19!2020 BEFORE USE. Design valid for use only with Milreks connectors. This design Is based only upon parameters shown, 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/rPil 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 oty Ply Desai Res T24299247 J41792 ZHJ4 DIAGONAL HIP GIRDER 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34945, 8.430 s May 12 2021 MITek Industries, Inc. Thu Jun lu 12:1u:U9 2u21 Page 2 ID: Ddwb_8?2wcNxjodrLlVohl zOSRq-eJ6iBLDVmaZg5AkD7yVyfploe7AEUgIVA31N Wuz7hWC LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 12=85(F=42, 8=42) 14=66(F=33, B=33) 15=-11(F=-6, B=6) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE trill-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 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 Type Qty Ply Desai Res FZHJ5 T24299248 J41792 DIAGONAL HIP GIRDER 1 1 Job Reference (optional) rasa uoasi I russ, t-f. rierce, rL.- 44a4b, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 10 12:10:10 2021 Page 1 ID: Ddwb-872wcNxjodrLlVohl zQSRq-6Vg4OhE7XuhXjKJPhfOCC1 EzOXVN DG1 ePjUx2Kz7hWB 1-10-5 3-7-9 6-10-0 1-10-5 3-7-9 3-2-7 W �I Scale = 1:17.9 3-7-9 3-2-7 Plate _Offsets (X,Y)— [2:0-3-9,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.02 7-11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.02 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.09 Horz(CT) 0.00 5 n/a hire BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 33 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (size) 4=Mechanical, 2=0-10-15, 5=Mechanical Max.Horz 2=130(LC 8) Max Uplift 4=-38(LC 8), 2=-203(LC 8), 5=-42(LC 8) Max Grav 4=105(LC 17), 2=337(LC 1). 5=169(LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-410/77 BOT CHORD 2-7=-127/322, 6-7=127/322 WEBS 3-6=-354/140 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) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ff; eave=8tt; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and'erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except (jt=lb) 2=203. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 56 lb down and 104 lb up at 1-4-15, 56 lb down and 104 lb up at 1-4-15, and 96 lb down and 64 lb up at 4-2-15, and 96 lb down and 64 lb up at 4-2-15 on top chord, and 20 lb down and 48 lb up at 1-4-15, 20 lb down and 48 lb up at 1-4-15, and 23 lb down at 4-2-15, and 23 lb down at 4-2-15 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 (pit) Vert: 1-4=70, 5-9=-20 Continued on page 2 Joaquin Velez PE No:08182 MiT.ef( USA, Inc,.FL Vit 0634 8904,Perke EastBlvd,Tampe FL,33810 Data: June 14,2021 ® WARNING - Verify dosign parameters and READ NOTES ON THIS AND INCLUDED h1ITEK REFERENCE PAGE MII-7473 rev. 5118/2020 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 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 ANSU7P11 Quality Criteria, DSB-a9 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 Type City Ply Desal Res T24299248 J41792 rZHJ5 DIAGONAL HIP GIRDER 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 10 12:10:11 2021 Page 2 ID: Ddwb_8?2wcNxjodrLIVohl zQSRgahDSc1 EIICpOLUubFNXRkEnBBxrcyjHndNEUbmz7h WA LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 12=85(F=42,B=42)14=66(F=33,8=33)15=-10(F=-5,S=-5) ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE b111-7473 rev. 5119.12020 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and prop edy 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 ANS11TPII 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 Desa1 Res T24299249 J41792 ZHJ7 DIAGONAL HIP GIRDER 4 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 1012:10:15 2021 Page 1 ID:Ddwb_872wcNxjodrLlVohl zQSRq-TTTzROHGMQJgp5BM UCcNv4ylMY8UuTfNY7CikXz7hM -1-10-5 5-1-9 9-10-1 J 1-10-5 5-1-9 4-8.8 4.24 12 1x4 Scale = 1:22.8 5-1-9 4-8-8 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.53 Vert(LL) -0.04 8-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.09 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.38 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix -MS Weight: 45 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (size) 5=Mechanical, 2=0-10-15, 6=Mechanical Max Horz 2=171(LC 8) Max Uplift 5=-74(LC 8), 2=-234(LC 8), 6=-69(LC 8) Max Grav 5=167(LC 28), 2=503(LC 1). 6=366(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-855/144 BOT CHORD 2-8=-227/762, 7-8=227/762 WEBS 3-8=0/262, 3-7=-827/247 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) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 6 except (jt=lb) 2=234. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 56 lb down and 104 lb up at 1-4-15, 56 lb down and 104 lb up at 1-4-15, 96 lb down and 64 lb up at 4-2-15, 96 lb down and 64 lb up at 4-2-15, and 148 lb down and 111 lb up at 7-0-14, and 148 lb down and 111 lb up at 7-0-14 on top chord, and 20 lb down and 48 lb up at 1-4-15, 20 lb down and 48 lb up at 1-4-15, 23 lb down at 4-2-15, 23 lb down at 4-2-15, and 46 lb down at 7-0-14, and 46 lb down at 7-0-14 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=70, 6-10=20 Continued on page 2 Joaquin Velez,PE No:B81t12? 'MiT.ekLISA, Ire. FL:Ce'' ,6634 66114 Parke East Blvd. Tampa FL.33610 Date: June 14,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED t.11TEK REFERENCE PAGE M1111-7473 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 vedty 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/f Duality CAteda, 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 Desai Res rZHJ7 T24299249 J41792 DIAGONAL HIP GIRDER 4 1 Job Reference (optional) t_ast toast I cuss, Ft. Pierce, FL - 34945, 8.430 s May 12 2021 MiTek Industries, Inc, Thu Jun 1012:10:15 2021 Page 2 ID: Ddwb_872wcNxjodrLlVohl zQSRq-TTTzROHGMQJgp5BMUCcNv4ylMYBUuTfNY7CIkXz7hW6 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 13=85(F=42, B=42) 15=-93(F=-46, 8=46) 16=66(F=33, 8=33) 17=-10(F=-5, B=-5) 18=-67(F=33, B=-33) ®WARNING - Verity design parametersand READ NOTES ON THIS AND INCLUDED hgTEK REFERENCE PAGE k111-7473 rev. 511912020 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/TP11 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 Desai Res T24299250 J41792 ZHJ39 DIAGONAL HIP GIRDER 2 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL - 34945, 6.43U s May 12 2UZ1 MI I eK Industries, Inc. I nu Jun 1u 1z:1u:Uo zuzl rage I ID:Ddwb-8?2wcNxjodrLlVohl zOSRq-DkQZYJAdUfB5Ej?eSpxF1 B4J?w9hHUw2U5WjvZz7hWF -1 G 2 2-0-13 3-9-11 11 2 2-0-13 1.8-14 1x4 �I Scale = 1:14.4 3.9-11 Plate Offsets (X Y)- (2:0-6-12 0-1-51 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.01 6-10 >999 240 MT20 244/190 T,CDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.01 6-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(CT) 0.00 5 file n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MP Weight: 19 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-11 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (size) 4=Mechanical, 2=0-8-15, 5=Mechanical Max Horz 2=101(LC 21) Max Uplift 4=-31(LC 8), 2=-107(LC 8), 5=-3(LC 5) Max Grav 4=61(LC 26), 2=296(LC 1). 5=103(LC 25) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=Bft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 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 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. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except Qt=lb) 2=107. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 118 lb down and 69 Ito up at 3-0-6 on top chord, and 17 lb down at 3-0-6 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: 1-4=70, 5-8=20 Concentrated Loads (lb) Vert: 12=-2(F) :Joaquin Velez PE No.68182 Mliek USA,.Inc. FL`Ceit 8834 6904 Parke East Blvd. Tampa FL.33810 Data: June 14,2021 ®WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1.111-7473 rov. 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 verifythe 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 ANSI1rP/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 Desai Res �]41792 T24299251 ZHJ44 DIAGONAL HIP GIRDER 2 1 Job Reference o floral East Coast Truss, Ft, Pierce, FL - 34946, �I LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 TCDL 15.0 Lumber DOL 1.25 BC 0.24 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (size) 4=Mechanical, 2=0-8-8, 5=Mechanical Max Horz 2=114(LC 8) Max Uplift 4=-36(LC 8), 2=-97(LC 8), 5=22(1_C 8) Max Grav 4=121(LC 25), 2=312(LC 1), 5=115(LC 25) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 6.43U s May 12 zuzi MI I eK Industries, Inc. Thu dun i0 -ic iu.c= 402 1 rayn i NxjodrLIVohl zQSRq-eJ6iBLDVmaZg5AkD7yVyfpinO7AgUg7VA31N Wuz7hWC 3-5-1 4-4-12 Scale = 1:16.3 DEFL, in (loc) Vdefl Ud PLATES GRIP Vert(LL) 0.03 6 >999 240 MT20 244/190 Vert(CT) -0.06 6 >843 180 Horz(CT) 0.03 5 rile n/a Weight: 20 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; save=Bft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2, 5. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord, 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 106 Ito down and 71 lb up at 4-4-0 on top chord, and 45 lb down and 23 Ito up at 4-4-0 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pil) Vert: 1-3=-70, 3-4=-70, 7-9=20, 6-7=20, 3-5=-20 Concentrated Loads (lb) Vert: 4=-3(B) 5=-36(B) Joaquin V016z PENo.dik MiT.ek USA, Inc. FL''Ceit;6634 6004 Parke. East Bivd. Tampa FL 33610 Date; June 14,2021 ®WARNING - Vodty design parameters and READ NOTES ON THIS AND INCLUDED t ITEK REFERENCE PAGE 1,1II-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, sea ANSUTP/t 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 Desai Res T24299252 J41792 ZHJ51 Diagonal Hip Girder 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 10 12:10:112021 Page 1 ID:Ddwb_872wcNxjodrLlVohizQSRgahDSc1EIICpOLUubFNXRkEnAkxsxykondNEUbmz7hWA 2-8-7 5-1-5 2-8-7 2-4-14 1x4 i LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.02 6-10 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.04 6-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (size) 4=Mechanical, 2=0-8-13, 5=Mechanical Max Horz 2=121(LC 8) Max Uplift 4=-39(LC 8), 2=-108(LC 8), 5=-14(LC 8) Max Grav 4=75(LC 25), 2=349(LC 25), 5=167(LC 26) FORCES. (lb) - Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-311/20 BOT CHORD 2-6=-66/266 WEBS 3-6=-297/74 Scale = 1:17.2 n N N PLATES GRIP MT20 244M 90 Weight: 24 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except (jt=lb) 2=108. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 144 lb down and 68 lb up at 2-5-4, and 92 lb down and 57 lb up at 2-6-8 on top chord, and 12 lb down and 1 Ib up at 2-5-4, and 10 lb down at 2-6-8 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 (pif) Vert: 1-4=-70, 5-8=20 Concentrated Loads (lb) Vert: 11=1(F=1, B=-0) :Joaquin Velez PE No 8810' MiTek USA, Inc.:FL;cet_t3834 16 04 Parke,Eaet Bi lvd. Tempe FL, 33810 Date: June 14,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/202CI 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 ANSIYTP11 duality 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 Truss Truss Type Qty Ply Desai Res T24299253 J41792 ZHJ54 DIAGONAL HIP GIRDER 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MTek Industries, Inc. Thu Jun 10 12:10:12 2021 Page 1 ID:Ddwb_8?2wcNxjodrLlVoh1zQSRq-2ungpNF03VxFyeTop42gHSKDCK73hBsxslz27Dz7hW9 -1-5-0 1-7-15 2-8.15 . 3-10-14 5 4 5 1-5-0 1-7-15 1-1-0 1-1-15 1-5-7 1x4 $I 5-4-5 Scale = 1:18.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.07 6 >863 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.14 6 >457 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.06 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MR Weight: 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.2 REACTIONS. (size) 4=Mechanical, 2=0.8-8, 5=Mechanical Max Horz 2=132(LC 8) Max Uplift 4=-52(LC 8), 2=-101(LC 8), 5=-6(LC 8) Max Grav 4=154(LC 25), 2=361(LC 25), 5=104(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=6.Opsf; BCDL=4.Opsf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 5 except at=lb) 2=101. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 117 lb down and 67 Ito up at 2-3-15, and 117 lb down and 67 lb up at 2-3-15 on top chord, and 10 lb down and 0 lb up at 2-3-6, and 10 lb down and 0 lb up at 2-3-6 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 (pif) Vert: 1-3=70, 3-4=70, 7-9=20, 6-7=20, 3-5=-20 Concentrated Loads (lb) Vert: 7=0(F=O, B=0) .Joaquin Velez PE'No:88182 MiT.ek IJSA,.Ihi '. FLVlifJ 834 8904 Parke East Blvd, 7empa;FL 33890 bate: June 14,2021 ® WARNING - Varity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE hill-7473 rov. 511912020 BEFORE USE. " Design valid for use onlywfth 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. Addhlonal 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 ANSUTPII 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 Des Res T24299254 J41792 ZHJ69 DIAGONAL HIP GIRDER 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Thu Jun 10 12:10:13 2021 Page 1 ID: Ddwb_872wcNxjodrLNohl zQSRq-W4LCOjGOgp36ao2_MnZvpfsROkUQQak45hjbffz7hWB -2-4-13 4.8.6 9.4-12 24.13 4-8-6 448.8 4.24 F12 3x4 = 3x6 11 3x4 = Scale = 1:30.3 4-8.6 4-M 9.4-12 4-8-6 LOADING (psf) SPACING- 2-D-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.09 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.07 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.28 Horz(CT) -0.01 6 file n/a BCDL 10.0 Code FBC2020rTP12014 Matrix -MS Weight: 57 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* BOT CHORD 2-9: 2x6 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (size) 9=0-9-14, 5=Mechanical, 6=Mechanical Max Horz 9=221(LC 8) Max Uplift 9=-701(LC 8), 5=-109(LC 8), 6=-449(LC 8) Max Grav 9=573(LC 28), 5=158(LC 28), 6=304(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-503/505, 2-3=441/520 BOT CHORD 7-8=-531/380 WEBS 2-8=-388/446, 3-7=475/664 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; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=4.0psf; h=18ft; B=108ft; L=70ft; eave=8ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); end vertical left 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=701,5=109,6=449. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 91 lb down and 189 lb up at 1-4-15, 91 lb down and 189 lb up at 1-4-15, 112 lb down and 109 lb up at 4-2-15, 112 lb down and 109 lb up at 4-2-15, and 135 lb down and 146 lb up at 7-0-14, and 135 lb down and 146 lb up at 7-0-14 on top chord, and 112 lb down and 127 lb up at 1-4-15, 112 lb down and 127 lb up at 1-4-15, 20 lb down and 44 lb up at 4-2-15, 20 lb down and 44 lb up at 4-2-15, and 49 lb down and 68 lb up at 7-0-14, and 49 lb down and 68 lb up at 7-0-14 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 Continued on page 2 .Joaquin Velez PE:No.68132 MIT6K USAAnc.:FL `CeIt,6634 8604Pafke tail Blvd,Tampa FL 33610 Date: June 14,2021 ® WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE N111-7473 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 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 o1 trusses and truss systems, see ANS117PH 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 IJ41792 DIAGONAL HIP GIRDER Ply T24299254 0.430 s May 12 2021 MITeK Industries, Inc. Thu Jun 10 12:10:14 ZU21 Page 1 ID:Ddwb_872wcNxjodrLlVohlzQSRq_GvbE2Heb7BzCydAwV48MtPci8gf91 EKLSBB5z7hW7 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-2=70, 2-5=70, 6-9=20 Concentrated Loads (lb) Vert: 11=144(F=72, B=72) 13=-45(F=-22, B=-22) 14=69(F=34, B=34)15=4(F=2, B=2) 16=80(F=40, 8=40) ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1111-7473 rev. 511912020 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 ANSIITP11 Duality Cdferle, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Hghway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Symbols PLATE LOCATION AND ORIENTATION �4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-11e. For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MIT& 20120 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: ANSIrTPl1: 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 C7-2 C2-3 o� 4 WEBS+ ON O U y� 5 EL OC7-8 c6-7 c5-6 I3U I I UM L;t1UHU1j 8 7 6 ® General Safety (Votes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. Cl of 3. Never exceed the design loading shown and never O= stack materials on inadequately braced trusses. U 4. Provide copies of this truss design to the building pdesigner, erection supervisor, property owner and H all other interested parties. 5. Cut members to bear tightly against each other. 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved lei♦ MiTek MiTek Engineering Reference Sheet MII-7473 rev. 5/19/2020 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1- 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable' environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone I s not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated.