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Revisions; Shop Truss Drawings
OFFICE USE ONLY: DATE FILED: REVISION FEE: PERMIT # RECEIPT # PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DIVISION 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982-5652 (772) 462-1553 APPLICATION FOR BUILDING PERMIFERRA►L PROJECT INFORMATION folLr, col? LOCATION/SITE ADDRESS: 9563 S OCEAN DR BLD F, JENSEN BEACH, FL 34957 DETAILED DESCRIPTION OF PROJECT REVISIONS: Shop Truss Drawiings CONTRACTOR INFORMATION: STATE of FL REG./CERT. #: BUSINESS NAME: HOOKS CONSTRUCTION CO LLC QUALIFIERS NAME: STEVEN C HOOKS ADDRESS: 2211 S KANNER HWY CITY: STUART STATE: FL PHONE (DAYTIME): (772) 419-8828 OWNER/BUILDER INFORMATION: NAME: ADDRESS: CITY: PHONE (DAYTIME: STATE: ARCHITECT/ENGINEER INFORMATION: NAME: ADDRESS: CITY: PHONE (DAYTIME): SLCCC: 9123109 Revised 07117/18 STATE: ST. LUCIE CO CERT. #: 25620 ZIP: 34994 FAX: (772) 237-3757 FAX: ZIP: ZIP: STRUCTURAL SUBMITTAL EVALUATION' YNO.EXCEPTIONS NOTED:......:..; REVIEVI/E9. NO CORRECTIONS NOTED. E] .EXCEPTIONS AS.:NPTED........— MAKE CORRECTION,S AS NOTED. NO! RESUBMITTAL REQUIRED. . REVISE AND MAKE CORRECTIONS AS NOTED &:RESUBMIT: DOCUMWN FOR REVIEW. 0wa CONTRACTOR APPROVAL....._.:. _SUBMITTAL SNA.LLBE'REVIEVVED AHD ST l . :::'::AS APPROVED t3YTNE CONTRACTOR: :':.. . PE SEAL AND SIGNATURE. SIGN AND SEAL ENGINEERING:SUBfr11TTAL AS REGUIR D 6Y �1CONTRaCT O CUMr MS: 0 NO REVIE1+'tif........................ SusMiTTAL RETURNED WITHOUT BRS REVIEW .. . u mi s are::ort y reviewe or.general con orrance With time desTggn intent e StructuralAr.r:.. CohstiUct'ron Documents. Foy delegatett /specialty erxg�neQrir) subt iittaIs'; no detailed check'of :calculations is ihade.. SRS does .n6t: ��arrattl or , represpitt ;hat the it fomiaLon: vontained in submittals is either acctirate .ot con�ptete.,Th� Gederai Cvniractor'1 Construction 1�lana solo resoons1le for wifirdrig all uanirtjes, dunenslons, details, means and meth ; s of . ::.. cons coon coordinating boric v.�ih over trades, ar tl for assuring That. worts �s� performed ih a: rd safa and s6(is a . or y m inner. Notes on submittals do not cortsUtute a change o er. or directive, ... .... and do not relieve the G-enerai Gontractor i Construction Maria er from the oblT�ation to coupIy with the;.Gonstriiction-Documents, ac ahy=otherappTiepble 06'.hhftr regulations:';A bf Which. have VnodtV oiler this sub'mittalz BOB RUDE STRUCTURES; ittC., FT, MYERS, FL. 239) 277 T/71.: 05-10-2:1 GBR. DAME. °REVIEWED BY; MiTek' BEr design values are in accordance with ANSI/TPI 1 section 6.3 hese truss designs rely on lumber values established by others. JUL 19 2021 St. Lucie County Permitting RE: J40923 - Baron Island Storage Site Information: Customer Info: Benchmark III Corp. Lot/Block: - Address: 9500 South Ocean Dr., - City: Jensen Beach Project Name: Baron Island Storage Model Subdivision: - State: FL MiTek USA, Inc. 6904 Parke East Blvd. Bullq �L 33610-4115 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 Wind Speed:. 165 mph r Roof Load: 42.0 psf Floor Load: N/A psf This package includes 34 individual, Truss Design Drawings and 0 Ad.ditional 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 1 T23418376 B08GE 2 T23418377 .B10 3 T23418378 B12 4 T23418379 B14G 5 T23418380 B21 6 T23418381 B22 7 T23418382 B23 8 T23418383 B24G 9 T23418384. B25 10 T23418385 B26 11 T23418386 B27G 12 T23418387 C01 13 T23418388 C04GE 14 T23418389 C08 15 T23418390 C09 16 T23418391 C10GE 17 T2341a392 .D01G 18 T23418393 MV2 19 T23418394 MV4 20 T23418395 V4 21 T23418396 V5 22 T23418397 ZCJ1 Date 4/2/21 4/2/21 4/2/21 4/2/21 4/2/21 4/2/21 4/2/21 4/2/21 4/2/21 4/2/21 4/2/21 4/2/21 4/2/21 4/2/21 4/2/21 4/2/21 4/2/21 4/2/21 4/2/21 4/2/21 4/2/21 4/2/21 No. - Seal# Truss Name Date 23 T23418398 ZCJ1A 4/2/21 24 T23418399 ZCJ3 4/2/21 25 T23418400 ZCJ5 4/2/21 26 T23418401 ZEJ2 4/2/2.1 27 T23418402 ZEJ6 4/2/21 28 T23418403 ZEJ6A 4/2/21 29 T23418404 ZEJ6B 4/2/21 30 T23418405 ZEJ6C 4/2/21 31 T23418406 ZEJ6D 4/2/21 32 T23418407 I ZEJ6G 4/2/21 33 T23418408 ZHJ2 4/2/21 34 T23418409 ZHJ6 4/2/21 suLp►N6 ° D " Prlzh rr 201 a - oi74 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: Reviewed My license renewal date for the state of Florida is February 28, 2023. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the�� applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. UJ N GEN 6l§ 1:82 '. S TAT E OF C� 1111111��� ® Joaquin Velez'PE No.68182 MiTek USA, Inc: FL Cert 6634 6904 Parke East Blvd:.Tampa FL 33610 Date: April 2,2021 Reviewed IofI MAY 7, 2019 LATERAL TOE -NAIL DETAIL MII-TOENAIL_SP NOTES: MiTek USA, Inc. Page 1 of 1 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER 0 0o AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND 0 0o EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. n 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH u AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. MiTek USA, Inc. 3. ALLOWABLE VALUE SHALL RE THE LESSER VALUE OF THE TWO SPECIES 1��,�\`I�-�y�� �I-uI FOR MEMBERS OF DIFFERENT SPECIES. ENGINEERED BCJ A MRek Affiliate THREE 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 C7 .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 of z .128 74.2 67.9 58.9 57.6 50.3 .131 75.9 69.5 60.3 59.0 51.1 N .148 81.4 74.5 64.6 63.2 52.5 CO 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 NEARSIDE SIDE VIEW (2x6) 4 NAILS NEARSIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 300 TO 600 45.000 Job Truss Truss Type Qty Ply Baron Island Storage T23418376 J40923 BOSGE GABLE 5 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 07:39:12 2021 Page 1 ID:tMK13AP75xn_hOVS_Q Hgt3y67gl-xY65AgM IBfzgoM1 Ck5B_VbbAnwgMg2dbmjbpWozV98D 6-3 13 12-2-1 18-3-9 24-1-13 30-5-10 6-3-13 5-10-4 6-1.8 5-10-4 6-3-13 ' Scale = 1:51.7 4x8 = _ 1x4 II 1x4 II 1x4 II 4x6 — 1x4 II 3 60 61 4 1x4 II 1X4 II 1X4 II 12 1X4 II 1X4 It 11 10 1X4 It 1X4 It 1X4 II 9 e 1X4 II tIX4 II 1X4 II 1x4 II 3x4 —_ 1x4 II 5x5 = 3x4 = 3x8 = 5x5 = 1x4 II 3x4 = 1x4 II tx4 II 0-��13 6-313 12-2-1 18-3-9 241-13 30-2-13 30T5r10 O-�G- 3 6-1-0 5-10-4 6-1-8 5-10-4 6-1-0 0- - 3 Plate Offsets (X,Y)—[3:0-54,0-2-01,[8:0-2-8,0-3-01,111:0-2-8,0-3-01,[21:0-1-13,0-0-81,123:0-1-13,0-0-81,[40:0-1-13,0-0-81,[43:0-1-13,0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.19 9-10 >999 360 MT20 2441190 TCDL 12.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.27 9-10 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.67 Horz(CT) 0.10 6 n/a file BCDL 8.0 Code FBC2020/rP12014 Matrix -AS Weight: 222 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD 4-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 6=0-8-0 Max Horz 1=9(LC 5) Max Uplift 1=-947(LC 4), 6=947(LC 5) Max Grav 1=1509(LC 9), 6=1509(LC 9). FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3167/1965, 2-3=-2452/1618, 34=2250/1593, 4-5=2453/1618, 5-6=3166/1965 BOT CHORD 1-1 2=-1 70312832, 10-12=1703/2832, 9-1 0=-1 174/2103, 7-9=1695/2832, 6-7=-1695/2832 WEBS 2-10=-815/588, 3-1 0=-1 90/436, 4-9=201/436, 5-9=-815/588 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.Bpsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2E) -0-0-7 to 3-0-3, Interior(1) 3-0-3 to 12-2-1, Exterior(2R) 12-2-1 to 16-5-13, Interior(1) 16-5-13 to 18-3-9, Exterior(2R) 18-3-9 to 22-7-5, Interior(1) 22-7-5 to 30-6-1; left exposed Lumber DOL=1.60 DOL=1.60 ,`1111I I I fill, ��J# cantilever and right ; plate grip 3) Truss designed for loads in the of the truss For to to the face), Standard Industry ��� U I N V wind plane only. studs exposed wind (normal see Gable End Details as applicable, or consult building designer as ANSIIrPI 1. ♦,�� OPQ •. . E IV •• 2 qualified per ♦♦ .•'� G �� F�••, 4) Building Designer I Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific ♦ �r to the use of this truss component. No 6$182 '. 5) Provide adequate drainage to prevent water ponding. * 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) Gable 1-4-0 studs spaced at oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �10 S O F will fit between the bottom chord and any other members. 10) Provide truss to bearing 100 lb �[(/ 'C� Q;: mechanical connection (by others) of plate capable of withstanding uplift at joint(s) except at=lb) ,T'• k Q ��♦♦♦ 0 1=947, 6=947. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord. �•• . •R , �ks�S�O Joaquin Velez PE No.68182 MiTek USA, Inc. FL Gert 6fi34 6904 Parke East Blvd. Tampa FL 33610 Date: - April 2,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use 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 property Incorporate this design into the overall I�, budding 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 ANSgrP/f 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 BaronStorage T23418377 J40923 610 Hip 6 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MTek Industries, Inc. Thu Apr 1 07:39:13 2021 Page 1 I D:tM K13AP75xn_hOVS_Q Hgt3y67gl-Q IgTNANwvy5XQ WbOI pi D2p8N4KO EPasl?MLN 2EzV98C 5-3.13 10-2-1 15-2-13 20-3-9 , 25-1-13_ _ _ 305-10 5-3-123 4-10 4 5-0-12 5-0-12 4-10 4 5-3-13 4x8 = 1x4 II 4x8 = 3 21 4 22 5 12 11 � tD 9 a 3x4 = 1x4 II 5x6 = 3x8 = 5x6 = 1x4 II Scale = 1:51.7 3x4 = 0-'j,13 5-3-13 112-1 15-2-13 20-3-9 25-1-13 30-2-13 Lo:p 0-2-13 5-1-0 4-101r 5.0-12 5-0-12 4-10-4 5-1-0 0- - 3 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.22 10 >999 360 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.29 9-10 >999 240 ' BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(CT) 0.10 7 n/a n/a BCDL _ 8.0 Code FBC2020frPI2014 Matrix -AS Weight: 152 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 7=0-8-0 Max Horz 1=9(LC 5) Max Uplift 1=-946(LC 4), 7=946(LC 5) Max Grav 1=1509(LC 9), 7=1509(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3217/1996, 2-3=-2695/1738, 3-4=2750/1848, 4-5=2750/1848, 5-6=2695/1737, 6-7==3217/1996 BOT CHORD 1-12=-1748/2889, 11-12=-1748/2889, 10-11=-1318/2327, 9-10=1309/2327, 8-9=-1739/2889, 7-8=-1739/2889 WEBS 2-11=-610/471, 3-11 =-1 731365, 3-10=248/438,4-10=-438/369, 5-10=-248/438, 5-9=-173/365, 6-9=610/471 Structural wood sheathing directly applied. 4-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.Bpsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2E) -0-0-7 to 3-0-3, Interior(1) 3-0-3 to 10-2-1, Exterior(2R) 10-2-1 to 14-5-13, Interior(1) 14-5-13 to 20-3-9, Exterior(2R) 20-3-9 to 24-7-5, Interior(1) 24-7-5 to 30-6-1; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) Plates checked for a plus or minus 0 degree rotation about its center. 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) 1=946,7=946. 9) This truss design requires that a minimum of 7/16" structural woad sheathing be applied directly to the top chord. PQUIN No 68182 per: S OF :��� r - .� ,� ,,c4 O R IV P \_,�� '0i�s�0 /Illlltll\\ Joaquin Velez PE No.68182 MiTek.USA, Inc. FL Cert 6634 6904 Parke Fast Blvd. Tampa FL 33610 Date: April 2,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Isalways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI7 Quality Criteria, DSB-99 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type_ City Ply Baron Island Storage T23418378 J40923 B12 Hip 3 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 07:39:14 2021 Page 1 ID:tMK13AP75xn_hOVS_QHgt3y67gl-uxEsbWOYgGDN2gAbrWDSaOhU EkKo8zOuEO4wahzV98B 4-3-13 8-2-1 15-2-13 22-3-9 26 1-13 30-571 4-3-13 3-10A 7-0-12 7-0-12 3-10-4 4-3-13 5.00 FIT 3x4 = B-2-1 48 = 5x5 = 4x8 = 20 4 21 5 12 10 3x4 = 3x6 = 3x8 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 12.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 8.0 Code FBC2020/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 7=0-8-0 Max Horz 1=7(LC 5) Max Uplift 1=-944(LC 4), 7=944(LC 5) Max Grav 1=1509(LC 9), 7=1509(LC 9) 15-2-13 3x6 = 3x4 = Scale = 1:51.7 3x4 = CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TC 0.74 Vert(LL) 0.27 10 >999 360 MT20 244/190 BC 0.76 Vert(CT)-0.3710-12 >984 240 WB 0.59 Horz(CT) 0.10 7 n/a n/a Matrix -AS Weight: 142 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD 4-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. t TOP CHORD 1-2=-3241/2043, 2-3=-2906/1827, 3-4=3436/2211, 4-5=3436/2211, 5-6=2906/1827, 6-7=-3241 /2043 BOT CHORD 1-12=-1798/2922, 10-12=-1459/2590, 8-10=-1466/2590, 7-8=179212922 WEBS 2-12=-374/376, 3-12=-76/335, 3-10=519/835, 4-10=-644/523, 5-10=-519/835, 5-8=-76/335, 6-8=374/376 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.Bpsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2E) -0-0-7 to 3-0-3, Interior(1) 3-0-3 to 8-2-1, Exterior(21q) 8-2-1 to 12-5-13, Interior(1) 12-5-13 to 22-3-9, Exterior(2R) 22-3-9 to 26-4-1, Interior(1) 26-4-1 to 30-6-1; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) Plates checked for a plus or minus 0 degree rotation about its center. 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 atjoint(s) except 0=1b) 1=944, 7=944. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord. ,���� PQUIN , Is •� E N S No 68182 ST OF • Al . 4 O R P �N Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 2,2021 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek9 connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall pp pp�• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �y� 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 ANSUTPif 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 d Jab Truss Truss Type Qly Ply Baron Island Storage T23418379 J40923 614G Hip Girder 3 Job Reference o tional East Goast Truss, Ft. Nlefce, FL - 34946, 6.431.1 s Mar ZZ ZUZ1 MI I eK Industries, Inc. I nu Hpr 1 u vad:1 d zuzi rage i I D:IM K13AP75xn_hOVS_Q Hgt3y67gl-M7nEosOARaLEfglnP Ekh7EDdi7ehtSY2SggT77zV98A 3-3-5 6-1-2 10-8-13 15-2-13 19-8-13 e2 -8 27-2-5 32;5-10 3_ _5 2-9-12 4-7-12 4-M 4� 0 4-7-12 2-9-12 3-3 5 Special Special 4x8 M18SHS — 3x4 = Special Special 5.00 12 Special Special 08 M18SHS = 1x4 11 3 26 27 4 5 28 6 29 Special Special 3x4 = Special 30 7 31 32 4x8 M18SHS = 8 Scale = 1:51.1 18 17 34 35 16 36 37 15 14 38 39 13 40 41 12 11 3x8 = 2x4 II 3x4 = Special 3x4 = Special Special 6x6 = Special 3x4 = Special 3x4 = 2x4 II 3x8 = HJC26 Special 3x8 = Special HJC26 Special Special 3 3-3-5 6-1-2 10-8-13 15-2-13 19-8-13 24A-8 27-2-5 30-2-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) VdeFl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.78 15 >470 360 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 BC 0.78 Vert(CT) 0.62 15 >588 240 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.46 Horz(CT) -0.14 10 n/a n/a BCDL 8.0 Code FBC2020lrP12014 Matrix -MS Weight: 350 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-8-10 oc purlins. 3-5,5-8: 2x4 SP No.1 BOT CHORD 4-0-0 oc bracing. BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 10=0-8-0 Max Horz 1=-7(LC 4) Max Uplift 1=-3319(LC 4), 10=3323(LC 5) Max Grav 1=3466(LC 19), 10=3468(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-8115/7866, 2-3=-8241/8127, 3-4=10373/10296, 4-6=-11321/11257, 6-7=11321/11257, 7-8=-10381110309, 8-9=-8247/8137, 9-10=8121/7875 BOT CHORD 1-18=-7176/7433, 17-18=-7176/7433, 16-17=-7406/7613, 15-16=10065/10299, 13-15=10086/10307, 12-13=7412/7619, 11-12=7178/7438, 10-11=7178/7438 WEBS 2-18=-249/311, 2-17=-704/669, 3-17=1225/1257, 3-16=3054/3072, 4-16=1318/1486, 4-15=-1123/1094, 6-15=-843/1063, 7-15=-1107/1084, 7-13=-1320/1488, 8-13=-3058/3075, 8-12=-1225/1257, 9-12=-706/670, 9-11=249/311 ,,��i/11111/I,II NOTES- �� OuIN 1) 2-ply truss to be connected together with 1Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. E i y ^, � S ' • I - Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. �� �.� F •••, o40 Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. . No 68182 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=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.Bpsf; h=25ft; Cat. II; Exp D; Encl., "0 GCpi=0.18; C-C Exterior(2E) -0-0-7 to 3-3-5, Interior(1) 3-3-5 to 6-1-1, Extedor(2R) 6-1-1 to 10-4-14, Interior(1) 10-4-14 to 24-4-9, S T E OF Exterior(2R) 24-4-9 to 28-8-5, Interior(1) 28-8-5 to 30-6-1; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck ���T[•�.'C� O R `Q Q;.• �_,�� to the use of this truss component. 6) Provide adequate drainage to prevent water ponding. �I sls • • • • • • \ ��� 7) All plates are MT20 plates unless otherwise indicated. ��I�,��N 8) Plates checked for a plus or minus 0 degree rotation about its center. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Joaquin Velez PE No.68182 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 MITek USA, Inc. FL Cert 6634 will fit between the bottom chord and any other members. 6904 Parke East Blvd. Tampa FL 33610 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it --lb) Date: 1=3319, 10=3323. April 2,2021 e ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED IvIITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. !' Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall g� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVIiTeR• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANShTPH 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 r- Job Truss Truss Type Qty Ply Baron Island Storage ' T23418379 J40923 B14G Hip Girder 3 n L Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 07:39:15 2021 Page 2 I D:tM K13AP75xn_hOVS_Q Hgt3y67gl-M7nEosOARaL EfglnP Ekh7E Ddi7ehtSY2SggT77zV98A NOTES- 12) Use USP HJC26 (With 16-16d nails into Girder & 10d nails into Truss) or equivalent spaced at 18-2-11 oc max. starting at 6-1-8 from the left end to 24-4-2 to connect truss(es) to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 298 lb down and 381 lb up at 8-1-14, 292 lb down and 381 lb up at 10-1-14, 282 lb down and 381 lb up at 12-1-14, 282 lb down and 381 lb up at 14-1-14, 282 lb down and 381 lb up at 15-2-13, 282 lb down and 381 lb up at 16-3-12, 282 lb down and 381 lb up at 18-3-12, and 292 lb down and 381 lb up at 20-3-12, and 298 lb down and 381 lb up at 22-3-12 on top chord, and 64 lb down and 41 lb up at 8-1-14, 64 lb down and 41 lb up at 10-1-14, 64 lb down and 41 lb up at 12-1-14, 64 lb down and 41 lb up at 14-1-14, 64 lb down and 41 lb up at 15-2-13, 64 lb down and 41 lb up at 16-3-12, 64 lb down and 41 lb up at 18-3-12, and 64 lb down and 41 lb up at 20-3-12, and 64 lb down and 41 lb up at 22-3-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=64, 3-8=64, 8-10=64, 19-22=16 Concentrated Loads (lb) Vert: 5=-112(B) 17=707(B) 15=-50(8) 6=-112(B) 12=-707(B) 26=112(B) 27=-112(B) 28=112(B) 29=-112(B) 30=-112(B) 31=112(B) 32=112(B) 34=50(B) 35=-50(B) 36=-50(B) 37=50(B) 38=50(B) 39=-50(B) 40=-50(B) 41=50(B) ® 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 onlywilh 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 oftrusses and truss systems, see ANSLITP11 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, M13,20601 Tampa, FL 36610 Job Truss Truss Type City Ply Baron Island Storage T23418380 J40923 B21 ATTIC 3 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MTek Industries, Inc. Thu Apr 1 07:39:16 2021 Page 1 I D:tMK13AP75xn_hOVS_QHgt3y67gl-gKLc7CPpCtT5H_KzzxFwgRmsCX_gcgXBhKZ1 fZzV989 12-11-9 19-4.9 5-11-11 11-1-1 12-2-7 15-2-13 17-6-1 &3- 245.15 30.5-10 5-11-11 5-1-6 ' 1-1-6 9- 2-3-4 2-3-4 9- 1-1-6 IN 111-11 / Scale = 1:52.1 4x6 = 3x6 = I - 13 12 -- 1U 1x4 II 5x6 WEI= 3x4 = 3x4 = tx4 II 5x6 WB = 3x6 = V 1,; O 0-�-13 5-11-11 11-1-1 19-4-9 24-5-15 30-2-13 30T5r10 0- - 3 5 8 14 5.1 6 8-3-8 5-1 6 5 8-14 0- - 3 Plate Offsets (X,Y)— [2:0-2-8,0-3-01,18:0-2-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.49 10-12 >751 360 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.80 12-13 >458 240 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(CT) 0.10 9 n/a n/a BCDL 8.0 Code FBC2020/TPI2014 Matrix -AS Attic -0.38 12-13 258 360 Weight: 143 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 2-5,5-8: 2x4 SP M 31 BOT CHORD BOT CHORD 2x4 SP No.1 'Except' JOINTS 11-14: 2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 9=0-8-0 Max Harz 1=20(LC 5) Max Uplift 1=-810(LC 4), 9=810(1_13 5) Max Grav 1=1853(LC 10), 9=1853(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4040/1643, 2-3=-3421/1292, 3-4=-3018/1232, 4-5=1751317, 5-6=-175/317, 6-7=-3018/1232, 7-8=-3421/1292, 8-9=4040/1643 BOT CHORD 1-1 5=-1 394/3648, 13-15=-1395/3648, 12-13=-851/2945, 10-12=-138813648, 9-10=-1387/3648 WEBS 7-12=-1941775, 8-12=-794/614, 3-13=1941775, 2-13=795/614, 4-16=-3508/1510, 6-16=-3508/1510 Structural wood sheathing directly applied. 4-0-0 oc bracing. 1 Brace at Jt(s): 16 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2E) -0-0-7 to 3-0-3, Interior(1) 3-0-3 to 15-2-13, Extedor(2R) 15-2-13 to 18-3-7, Interior(1) 18-3-7 to 30-6-1; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 4) 150.01b AC unit load placed on the interior chord, 15-2-13 from left end, supported at two points, 3-0-0 apart. 5) Plates checked for a plus or minus 0 degree rotation about its center. 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, 6-7, 4-16, 6-16 9) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-13 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=810, 9=810. 11) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord. 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. ``�It►1111111//j�'' ��• p,QU I N V F< �.. N,9 J� G E Fr j No 68182 r r-0: r ST OF ..�; O R 1 O P ,.;�,�. N A t EEC? �. 11111 Joaquin Velez PE No.66182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date. April 2,2021 WARNING - Veri(y 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 Welk' always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSPTPH Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain 6904 Parke East Blvd. Highway, Suite 203 Waldorf, MD 20601 Tampa, Parke 3ast Job Truss Truss Type Qty Ply Baron Island Storage T23418381 J40923 B22 ATTIC 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946. 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 07:39:17 2021 Page 1 ID:tMK13AP75xn_hOVS QHgt3y67gl-IWv_DYQRzBbyv7v9Xfm9CfJlfxKuLljKw_JaB?zV988 12-11-9 18-3-3 5-9-5 it-1-1 12-2-7 14-2-1 16-3-9 17.6.1 19-4-9 24-8-5 30-5-10 5-3-12 1-1-6 9- 1-2-8 2-t-8 1-2.8 9- 1.1-6 5-3-12 5.9-5 Scale = 1:53.8 4x4 = 4x4 = 3x8 = 6 7 3x8 = 18 16 15 13 3x6 = 1x4 II 5x6 WB= 3x4 = 1x4 II 3x6 = 3x4 = 5x6 WB = 30-2-13 30-5,10 LOADING (psf) TCLL 20.0 TCDL 12.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020ITP12014 CSI. TC 0.60 BC 0.80 WB 0.74 Matrix -AS DEFL. Vert(LL) Vert(CT) Horz(CT) Attic in (loc) I/deft -0.49 16-18 >745 -0.80 15-16 >457 0.10 12 n/a -0.38 15-16 260 L/d 360 240 n/a 360 PLATES MT20 Weight: 143lb LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 3-6,7-10: 2x4 SP M 31 BOT CHORD 4-0-0 oc bracing. BOT CHORD 2x4 SP No.1 *Except* WEBS 2 Rows at 1/3 pts 5-8 14-17: 2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 12=0-8-0 Max Horz 1=9(LC 5) Max Uplift 1=-808(LC 4), 12=808(1_13 5) Max Grav 1=1853(LC 10), 12=1853(LC 10) _ FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (1b) or less except when shown. TOP CHORD 1-2=-4057/1649, 24=3424/1285, 4-5=3027/1231, 5-6=277/488, 6-7=312/596, 7-8=-277/488, 8-9=-3027/1231, 9-11=-3424/1285, 11-12=4057/1649 BOT CHORD 1-1 8=-1 422/3669, 16-18=-1422/3669, 15-16=-853/2954, 13-15=-1414/3669, 12-13=1414/3669 WEBS 2-16=-790/630, 4-16=-1761745, 5-19=3746/1645, 19-20=3721/1650, 8-20=-3746/1645, 9-15=-176/745,11-15=-790/630 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp D; Encl., GCpi=0.18; C-C Exterior(2E) -0-0-7 to 3-0-3, Interior(1) 3-0-3 to 14-2-1, Extedor(2E) 14-2-1 to 16-3-9, Exterior(2R) 16-3-9 to 20-7-5, Interior(1) 20-7-5 to 30-6-1; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 4) 150.01b AC unit loan placed on the interior chord, 15-2-13 from left end, supported at two points, 3-0-0 apart. 5) Provide adequate drainage to prevent water ponding. 6) Plates checked for a plus or minus 0 degree rotation about its center. 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, 8-9. 5-19, 19-20, 8-20 10) Bottom chord live load (30.0 psf) and; additional bottom chord dead load (5.0 psf) applied only to room. 15-16 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 1=808,12=808. 12) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord. 13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. GRIP 244/190 FT = 0% t%%0%%11111f1'r1 ,%QU I N V 4 %,O .... ENS+ _ No 68182 Z ST OF :40' It 11111 Joaquin Velez PE No.68182 MITek.USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 2,2021 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with 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 �N �® building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYIiTek• is always required for stability and to prevent collapse 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 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 Baron Island Storage T23418382 J40923 B23 ATTIC 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 07:39:18 2021 Page 1 ID:tMK13AP75xn_hOVS_Q Hgt3y67gl-miTMQuR3kVjpXHUM4MH01srBOLeY4g7U8e28jSzV987 12-2-14 18-11-12 5-9.5 11-1-1 11 5-14-"1 -8 3 17-9-7 1 2- 2 1 4 9 24-8-5 30-5-10 5.9.5 5-3-12 0.4- 3 -5- 5-1-4 5- 0-4- 3 5-3-12 5-9-5 0-9.0 0-9.0 Scale = 1:52.5 3x6 = 5-9-5 48 M18SHS = 5.00 12 3x8 11 4 25 4x8 M18SHS = 3x8 II 26 6 7 1b - 14 13 -- 11 1x4 II 3x8 M18SHS = 3x4 = 3x4 = 1x4 II 3x8 M18SHS = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.41 13-14 >904 360 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 BC "0 Vert(CT) -0.70 13-14 >523 240 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.41 Horz(CT) 0.14 10 n/a n/a BCDL 8.0 Code FBC2020rrP12014 Matrix -AS Attic -0.27 13-14 365 360 Weight: 145 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-3,8-10: 2x4 SP No.2 BOT CHORD 4-0-0 oc bracing. BOT CHORD 2x4 SP No.t *Except* 12-15: 2x4 SP M 31 WEBS 2x4 SP No.3 _ REACTIONS. (size) 1=0-8-0, 10=0-8-0 Max Horz 1=8(LC 5) Max Uplift 1=-894(LC 4), 10=894(LC 5) Max Grav 1=2264(LC 10), 10=2264(LC 10) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5032/1857, 2-4=-4510/1511, 4-5=4132/1456, 5-6=-4133/1492, 6-7= 4'132/'1456, 7-9=-4510/1511,9-10=-5032/1857 BOT CHORD 1-16=-1611/4554, 14-16=1611/4554, 13-14=-1076/3988, 11-13=1603/4554, 10-11=-1603/4554 WEBS 2-14=-627/591, 4-14=-158/660, 7-13=11581660, 9-13=-627/591 NOTES- ,,111111111111� 1) Unbalanced roof live loads have been considered for this design. `t% v(N 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp D; Encl., GCpi=0.18; C-C Exterior(2E) -0-0-7 to 3-0-3, Interior(1) 3-0-3 to 12-2-14, Exterior(2R) 12-2-14 to 16-6-11, Interior(1) 16-6-11 to `�� , ,•'�G E N S+'• �% 18-2-12, Exterior(2R) 18-2-12 to 22-6-8, Interior(1) 22-6-8 to 30-6-1; cantilever left and right exposed ; Lumber DOL=1.60 plate grip .. V F�••, DOL=1.60 i 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck No 68182 to the use of this truss component. * : •; 4) 150.0Ib AC unit load placed on the top chord, 15-2-13 from left end, supported at two points, 3-0-0 apart. 5) Provide adequate drainage to prevent water ponding. -0 6) All plates are MT20 plates unless otherwise indicated. -�j S OF !(� 7) Plates checked for a plus or minus 0 degree rotation about its center. 0 !(7 8) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0,� Tt•� � 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 �i�` ••• f� Q •• GNwill fit 10) Ceiling dead load (5.0 the opsf) on member(s)t4-5, 5--6, 6--7 er members.���i�s�0 %��, 11) Bottom chord live load (30.0 psf) and additional bottom chord dead load (3.0 pst) applied only to room. 13-14 12) 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 No.68182 1=894,10=894. Mfrek.USA, Inc. FLGert6634 13) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15 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: 14) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord. I April 2,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply Baron Island Storage T23418382 J40923 B23 ATTIC 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 1 •8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 07:39:18 2021 Page 2 I D:tM K13AP75x n_hOVS_Q H gt3y67q l-m iTMQ uR3kVjpXH U M4M H OIsrBO LeY4g7 U8e28jSzV987 NOTES- 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 427 lb down and 61 lb up at 12-2-14, and 427 lb down and 61 lb up at 18-2-12 on top 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 (pig Vert: 1-4=64, 4-5=74, 5-6=74, 6-7=74, 7-10=-64, 14-17=-16, 13-14=22, 13-20=-16 Concentrated Loads (lb) Vert: 5=-282 6=-282 25=-75 26=75 2) Dead + 0.75 Roof Live (balanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pig Vert: 1-4=54, 4-5=64, 5-6=64, 6-7=64, 7-10=-54, 14-17=-16, 13-14=67, 13-20=-16 Concentrated Loads (lb) Vert: 5=362 6=-362 25=75 26=75 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pig Vert: 1-4=24, 4-5=34, 5-6=34, 6-7=34, 7-10=-24, 14-17=-36, 13-14=22, 13-20=-36 Concentrated Loads (lb) Vert: 5=-237 6=-237 25=75 26=75 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-23=80, 4-23=64, 4-5=58, 5-26=74, 6-26=58, 6-7=74, 7-27=80, 10-27=64, 14-17=-10, 13-14=13. 13-20=10 Harz: 1-23=-94, 5-23=-78, 6-27=94, 10-27=78 Concentrated Loads (lb) Vert: 5=61 6=61 25=-75 26=-75 5) Dead + 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-24=64, 4-24=80, 4-5=74, 5-25=58, 6-25=74, 6-7=58, 7-28=64, 10-28=80, 14-17=-10. 13-14=13, 13-20=10 Harz: 1-24=78, 5-24=94, 6-28=78, 10-28=94 Concentrated Loads (lb) Vert: 5=61 6=61 25=-75 26=-75 6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-4=62, 4-5=72, 5-6=72, 6-7=72, 7-10=62, 14-17=-16. 13-14=22, 13-20=-16 Harz: 1-5=38, 6-10=38 Concentrated Loads (lb) Vert: 5=-278 6=-278 25=75 26=75 7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-4=62, 4-5=72, 5-6=72, 6-7=-72, 7-10=-62, 14-17=-16, 13-14=-22, 13-20=-16 Harz: 1-5=38, 6-10=38 Concentrated Loads (lb) Vert: 5=-278 6=-278 25=75 26=75 8) Dead +Attic Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pig Vert: 1-4=24, 4-5=34, 5-6=34, 6-7=34, 7-10=-24, 14-17=-16, 13-14=8Z 13-20=-16 Concentrated Loads (lb) Vert: 5=-328 6=-328 25=75 26=75 9) Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pig Vert: 1-4=24, 4-5=34, 5-6=34, 6-7=-34, 7-10=-24, 14-17=-16, 13-14=82, 13-20=-16 Concentrated Loads (lb) Vert: 5=-328 6=-328 25=75 26=75 10) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 C-C Wind (Neg. Int) Case 1): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-4=83, 4-5=93, 5-6=93, 6-7=93, 7-10=-83, 14-17=-16, 13-14=-67, 13-20=-16 Harz: 1-5=29, 6-10=29 Concentrated Loads (lb) Vert: 5=-427 6=-427 25=75 26=-75 11) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor+ 0.75(0.6 C-C Wind (Neg. Int) Case 2): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-4=83, 4-5=93, 5-6=93, 6-7=93, 7-10=-83, 14-17=-16, 13-14=67, 13-20=-16 Harz: 1-5=29, 6-10=-29 Concentrated Loads (lb) Vert: 5=-427.6=-427 25=75 26=75 12) 1st Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pig Vert: 14=64, 4-5=74, 5-6=74, 6-7=34, 7-10=-24, 14-17=-16. 13-14=22, 13-20=16 Concentrated Loads (lb) Vert: 5=-282 6=-282 25=75 26=-75 13) 2nd Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=24, 4-5=34, 5-6=74, 6-7=74, 7-10=-64; 14-17=-16, 13-14=22, 13-20=-16 Concentrated Loads (lb) Vert: 5=-282 6=-282 25=75 26=75 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use onlywith 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 BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Baron Island Storage T23418382 J40923 B23 ATTIC 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430's Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 07:39:18 2021 Page 3 ID:tMK13AP75xn_hOVS_QHgt3y67gl-m iTMQuR3kVlpXHUM4MH01srBOLeY4g7U8e28jSzV987 LOAD CASE(S) Standard 14) 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=54, 4-5=64, 5-6=64, 6-7=34, 7-10=-24, 14-17=-16, 13-14=67, 13-20=-16 Concentrated Loads (lb) Vert: 5=-362 6=-362 25=75 26=75 15) 4th Dead + 0.75 Roof Live (unbalanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=24, 4-5=34, 5-6=64, 6-7=64, 7-10=-54, 14-17=-16, 13-14=67, 13-20=-16 Concentrated Loads (lb) Vert: 5=362 6=-362 25=75 26=75 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED 101TEK 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 �tnIt building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYIiTek' is always required for stability and to prevent collapse 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/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 Baron Island Storage T23418383 J40923 B24G ATTIC 2 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MTek Industries, Inc. Thu Apr 1 07:39:19 2021 Page 1 ID:tMK13AP75xn_hOVS_Q Hgt3y67gl-Evl leEShVOrg8R3Ye3pdH4OLv14kpM3dN IohGuzV986 12-2-15 18-11-12 12-2-13 18-2-13 5-9-5 11-1-1 11 5-74 1 -8 3 77-9-7 1 2. 1 1 -4 9 24-8-5 30-5-10 5-9-5 5-3-12 0-4- 3 0= -2 5-1-4 -5 0.4. 3 5.3.12 5-9-5 Scale = 1:52.5 0-8-ISS-4 0-0-2 0-8-15 5.00 12 2x4 11 4 46 = 5 25 26 27 46 = 2x4 II 28 29 30 6 7 16 -- 14 13 -- 11 3x6 __ 1x4 II 5x6 WB= 3x4 = 1x4 II 3x4 = 5x6 WB = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) VdeO Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.24 13-14 >999 360 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 BC 0.52 Vert(CT) 0.41 13-14 >889 240 BCLL 0.0 Rep Stress Incr NO WB 0.11 Harz(CT) 0.10 10 n/a, n/a BCDL 8.0 Code FBC2020rrP12014 Matrix -AS Attic -0.13 13-14 762 360 Weight: 296 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-3,8-10: 2x4 SP No.2 BOT CHORD 4-0-0 oc bracing. BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 10=0-8-0 Max Harz 1=7(LC 5) Max Uplift 1=1335(LC 4), 10=1335(LC 5) Max Grav 1=3340(LC 10), 10=3340(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-7652/2935, 2-4=-7364/2673, 4-5=7034/2643, 5-6=6827/2586, 6-7=7034/2643, 7-9=-7364/2673, 9-10=-7652/2935 BOT CHORD 1-16=-2599/6958, 14-16=-2599/6958, 13-14=-2170/6689, 11-13=2591/6958, 10-11=-2591/6958 WEBS 2-14=-431/475, 4-14=-102/559, 7-13=102/559, 9-13=-431/475 NOTES- `1,11111111111j 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: V (� Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 Do.O�Q Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. ♦♦♦ , .•'� C E N S • • ��� Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. �' ♦ �r F •'•, 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. No 68182 3) Unbalanced roof live loads have been considered for this design. * : •: 4) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp D; Encl., GCpi=0.18; C-C Extedor(2E) -0-0-7 to 3-0-3, Interior(1) 3-0-3 to 12-3-8, Exterior(2R) 12-3-8 to 16-74, Interior(1) 16-7-4 to 18-2-2, '0 : Q Exterior(2R) 18-2-2 to 22-5-14, Interior(1) 22-5-14 to 30-6-1; cantilever left and right exposed ; Lumber DOL=1.60 plate grip �O S OF �41 DOL=1.60 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific ij�T_• 'c Q P : �_♦♦♦ to the use of this truss component. i�"*4 R `� `♦ 50.b C unit load placed on drainage to prevent top chord,ater 15— -13 from left end, supported at two points, 3-0-0 apart. 7) ProvideA; ,,��,, 8) Plates checked for a plus or minus 0 degree rotation about its center. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Joaquin Velez PE No.68182 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 MITek.USA, Inc. FL Ced 6634 will rd between the bottom chord and any other members. 6904 Parke East Blvd. Tampa FL 33610 11) Ceiling dead load (5.0 psf) on member(s). 4-5, 5-6, 6-7 Date: 12) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 13-14 April 2,2021 e ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing i1AiTek• is always required for stability and to prevent collapse 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 Job Truss Truss Type Qty Ply Baron Island Storage T23418383 J40923 B24G ATTIC 2 Job Reference optional) East Coast Truss, Ft. Pierce, FL - 34946. 1 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 07:39:19 2021 Page 2 ID:tMK13AP75xn_hOVS QHgt3y67gl-EvlleEShVorg8R3Ye3pdH40Lvi4kpM3dNlohGuzV986 NOTES- 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=1335, 10=1335. 14) Load case(s) 1, 2, 3, 4, 5, 6, 7, B. 9, 10, 11, 12, 13, 14, 15 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 15) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord. 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 440 lb down and 217 lb up at 12-3-8, 440 lb down and 217 lb up at 18-2-2, 97 lb down and 48 lb up at 13-1-1, 97 lb down and 48 lb up at 17-4-9, and 802 lb down and 395 lb up at 14-3-9, and 802 lb down and 395 lb up at 16-2-1 on top chord. The design/selection of such connection device(s) is the responsibility of others. 17) 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: 1-4=64, 4-5=74, 5-6=124, 6-7=-74, 7-10=-64, 14-17=16, 13-14=26, 13-20=16 Concentrated Loads (lb) Vert: 5=-245 6=-245 25=54 26=75 27=-446 28=-446 29=-75 30=-54 2) Dead + 0.75 Roof Live (balanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-4=54, 4-5=64, 5-6=114, 6-7=-64, 7-10=-54, 14-17=16, 13-14=71, 13-20=-16 Concentrated Loads (lb) Vert: 5=-352 6=-352 25=78 26=75 27=-641 28=-641 29=-75 30=-78 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=24, 4-5=34, 5-6=84, 6-7=34, 7-10=-24, 14-17=-36, 13-14=26, 13-20=-36 Concentrated Loads (lb) Vert: 5=-184 6=-184 25=-41 26=75 27=335 28=-335 29=-75 30=41 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-23=80, 4-23=64, 4-5=58, 5-29=24, 6-29=8, 6-7=74, 7-31=80, 10-31=64, 14-17=-10. 13-14=-16, 13-20=10 Horz: 1-23=94, 5-23=78, 6-31=94, 10-31=78 Concentrated Loads (lb) Vert: 5=217 6=217 25=48 26=75 27=395 28=395 29=-75 30=48 5) Dead + 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-24=64, 4-24=80, 4-5=74, 5-26=8, 6-26=24, 6-7=58, 7-32=64, 10-32=80, 14-17=-10, 13-14=16, 13-20=10 Horz: 1-24=78, 5-24=-94, 6-32=78, 10-32=94 Concentrated Loads (lb) Vert: 5=217 6=217 25=48 26=75 27=395 28=395 29=-75 30=48 6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-4=62, 4-5=72, 5-6=122, 6-7=-72, 7-10=-62, 14-17=16, 13-14=26, 13-20=-16 Horz: 1-5=38, 6-10=38 Concentrated Loads (lb) Vert: 5=-240 6=-240 25=53 26=75 27=437 28=437 29=-75 30=-53 7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-4=62, 4-5=72, 5-6=-122, 6-7=-72, 7-10=62, 14-17=16, 13-14=26, 13-20=-16 Horz: 1-5=38, 6-10=-38 Concentrated Loads (lb) Vert: 5=-240 6=240 25=53 26=75 27=437 28=437 29=-75 30=53 8) Dead +Attic Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf)- Vert: 1-4=-24, 4-5=34, 5-6=84, 6-7=-34, 7-10=-24, 14-17=-16, 13-14=-86, 13-20=-16 Concentrated Loads (lb) Vert: 5=-306 6=-306 25=68 26=75 27=558 28=558 29=-75 30=-68 9) Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plo Vert: 1-4=24, 4-5=34, 5-6=84, 6-7=34, 7-10=-24, 14-17=-16. 13-14=-86, 13-20=-16 Concentrated Loads (lb) Vert: 5=-306 6=-306 25=68 26=75 27=558 28=558 29=-75 30=-68 10) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor+ 0.75(0.6 C-C Wind (Neg. Int) Case 1): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-4=83, 4-5=93, 5-6=143, 6-7=-93, 7-10=-83, 14-17=16, 13-14=71, 13-20=-16 Horz: 1-5=29, 6-10=29 Concentrated Loads (lb) Vert: 5=-440 6=-440 25=97 26=75 27=802 28=-802 29=-75 30=-97 11) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 C-C Wind (Neg. Int) Case 2): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-4=83, 4-5=93, 5-6=10 6-7=-93, 7-10=-83, 14-17=16, 13-14=-71, 13-20=-16 Horz: 1-5=29, 6-10=29 Concentrated Loads (lb) Vert: 5=-440 6=440 25=97 26=75 27=802 28=-802 29=-75 30=-97 12) 1st Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-4=64, 4-5=74, 5-6=124, 6-7=-34, 7-10=-24, 14-17=16, 13-14=26, 13-20=-16 Concentrated Loads (lb) Vert: 5=-245 6=-245 25=54 26=75 27=446 28=-446 29=-75 30=-54 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall pt l� iTek• building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ivi fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/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 Baron Island Storage T23418383 J40923 B24G ATTIC 2 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946. 8.430 s Mar 22 2021 MTek Industries, Inc. Thu Apr 1 07:39:19 2021 Page 3 ID:lMK13AP75xn_hOVS_Q Hgt3y67gl-Evl IeEShVorg8R3Ye3pdH4OLvl4kpM3dN IohGuzV986 LOAD CASE(S) Standard 13) 2nd Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=24, 4-5=34, 5-6=124, 6-7=-74, 7-10=-64, 14-17=16, 13-14=26, 13-20=-16 Concentrated Loads (lb) Vert: 5=-245 6=-245 25=54 26=-75 27=-446 28=-446 29=-75 30=-54 14) 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=54, 4-5=64, 5-6=114, 6-7=-34, 7-10=-24, 14-17=16, 13-14=71, 13-20=-16 Concentrated Loads (lb) Vert: 5=-352 6=-352 25=-78 26=75 27=641 28=-641 29=-75 30=-78 15) 4th Dead + 0.75 Roof Live (unbalanced) + 0.75 Attic Floor: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=24, 4-5=34, 5-6=114, 6-7=-64, 7-10=-54, 14-17=16, 13-14=71, 13-20=16 Concentrated Loads (lb) Vert: 5=-352 6=-352 25=78 26=75 27=641 28=-641 29=-75 30=-78 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not q` 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 Mew always required 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 ANSUTP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Baron Island Storage � T23418384 J40923 B25 ATTIC 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946. 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 07:39:20 2021 Page 1 ID:tMK13AP75xn_hOVS_Q Hg13y67gl-j5b7raSJG6zXmbekCnKsgHxUE8MPYi6ncyXEoKzV985 12-8-3 19.4-9 5-9-5 11-1-1 11 14 14-2-1 16-3-9 17.9.7 18-11-12 24-8-5 i 30-5-10 , 5-9.5 5-3-12 0-4- 3 1.5.14 2-1.8 1.5.14 1-2.5 5-3-12 19-5 1-2-5 0-4-13 Scale = 1:53.8 3x6 = 5.00 12 5x5 = 5x5 = 3x8 = RvR = 18 16 15 .. 13 tx4 11 5x6 WB = 3x4 = 3x4 = 1x4 II 5x6 WB = V 16 16 12 IA d 3x6 = 0- -13 5-9-5 11-1-1 19-4-9 24-8-5 30-2-13 30¢r10 0- - 3 M 5-3-12 8-3-8 5312 5 6 8 0-2-13 Plate Offsets (X,Y)— [3:0-3-0,Edge), [5:0-4-0,0-0-4), [8:0-4-0,0-0-41, [10:0-3-0,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.37 15-16 >978 360 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.65 15-16 >565 240 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(CT) 0.10 12 n/a n/a BCDL 8.0 Code FBC2020/TPI2014 Matrix -AS Attic -0.27 115-16 365 360 Weight: 152 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 3-6,7-10: 2x6 SP No.2 BOT CHORD 4-0-0 oc bracing. BOT CHORD 2x4 SP No.1 'Except* WEBS 2 Rows at 1/3 pts 5-8 14-17: 2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 12=0-8-0 Max Horz 1=1O(LC 5) Max Uplift 1=-809(LC 4), 12=809(LC 5) Max Grav 1=1853(LC 10). 12=1853(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4032/1641, 2-4=-3490/1321, 4-5=-3113/1271, 5-6=297/0, 7-8=-297/0, 8-9=-3113/1271,9-11=-3490/1321,1I1-12=-4032/1642 BOT CHORD 1-18=-1416/3639, 16-18=1416/3639, 15-16=904/3050, 13-15=-1406/3639, 12-13=-1406/3639 WEBS 2-16=-696/566, 4-16=-141/687, 5-19=3189/1439, 19-20=3154/1436, 8-20=3189/1439, 9-15=-141/687, 11-15=696/567 NOTES- 0`��1111111/�.�� �/F�III Unbalanced roof live loads have been considered for this design. ,,,�OPQU�N ;�� , • '�G.E N '• � ♦♦♦ S1) •••, 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.Bpsf; h=25ft; Cat. II; Exp D; Encl., ♦ �. F GCpi=0.18; C-C Exterior(2E) -0-0-7 to 3-0-3, Intedor(1) 3-0-3 to 14-2-1, Extedor(2E) 14-2-1 to 16-3-9, Exterior(2R) 16-3-9 to 20-7-5, No 68182 Interior(1) 20-7-5 to 30-6-1; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 •: 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific �• * . to the use of this truss component. — 4) 150.0Ib AC unit load placed on the interior chord, 15-2-13 from left end, supported at two points, 3-0-0 apart. 'O : : IZ 5) Provide adequate drainage to prevent water ponding. ��O% S (] F •��44/ 6) Plates checked for a plus or minus 0 degree rotation about its center. . �j T • 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • ♦i♦� ••' 0 Fi 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 •'• �� �%� ♦♦ASS willother 9) Ceiling dead load (5.0 psf) ono ember(s). 4-5,8-9, 5-19, 19-20, 8-20 O N A� ���� 10) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 15-16 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) Joaquin Velez PE No.68182 1=809, 12=809. AlTek,USA, Inc. FL Cert 6634 12) This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord. 6904 Parke East Blvd. Tampa FL 33610 13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Date: April 2,2021 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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, OSB-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 Baron Island Storage T23418385 J40923 B26 Roof Special 3 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 07:39:21 2021 Page 1 ID:tMK13AP75xn_hOVS_QHgt3y67gl-BH9V3vTxl Q5001DxmUr5NVTk7YiiH83wrcHoKnzV984 4-3-13 8-2-1 13-2-1 18-2-1 20-2-13 i 25-1-7 r- 30-5-10 4-3 13 3-10 4 5-0-0 5-0-0 2-0-12 4-10-10 5-4-3 d. 6 4x8 = 1x4 II 4x8 = 4x6 = Scale = 1:52.6 14 .- 12 11- - 3x4 = 3x4 = 3x6 = 3x8 = 3x4 = 3x4 = 3x4 = 3x6 = LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 12.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 8.0 Code FBC2020frP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 8=0-8-0 Max Harz 1=48(LC 5) Max Uplift 1=-983(LC 4), 8=954(LC 5) Max Grav 1=1509(LC 9), 8=15109(LC 9) CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.57 Vert(LL) 0.2911-12 >999 360 MT20 244/190 BC 0.74 Vert(CT) -0.38 11-12 >961 240 WB 0.59 Horz(CT) 0.11 8 n/a n/a Matrix -AS Weight: 150 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD 4-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3248/2139, 2-3=-2888/1914, 34=3311/2250, 4-5=3311/2250, 5-6=3565/2416; 6-7=3011/1996, 7-8=-3214/2070 BOT CHORD 1-14=-1898/2931,12-14=-1531/2566,11-12=-1860/3114,9-11=-1364/2311. 8-9=-1807/2889 WEBS 2-14=410/405, 3-14=-92/314, 3-12=514/791, 4-12=-462/395, 5-11=-1641/1157, 6-11 =1 240/1932, 6-9=-3301544, 7-9=422/410 NOTES- 1) Unbalanced roof live loads have been considered for ttiis design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2E) -0-0-7 to 3-0-3, Interior(1) 3-0-3 to 8-2-1, Exterior(2R) 8-2-1 to 11-2-11, Interior(1) 11-2-11 to 20-2-13, Exterior(2R) 20-2-13 to 23-3-7, Interior(1) 23-3-7 to 30-6-1; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=983, 8=954. 9) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord. V dr c6 m_ d E N NQ 68182 ♦ :9� S OF •�♦ Joaquin Velez PE No.68182 MiTek.USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 2,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE; Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall 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 ANSYrP/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 Baron Island Storage - T23418386 J40923 B27G Roof Special Girder 3 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 07:39:22 2021 Page 1 ID:tMK13AP75xn_hOVS_QHgt3y67gl-fTitGFUaojDF?vo7JCMKviOs1 y2n0W143G0LsDzV983 3-3-6 6-1-2 10.1-2 16-1-3 20-2-13 1 251-10 30-5-10 3-3� 2-9-13 4-0-0 6-0-l' 4-1-10 4-10-13 6A-0 5x8 = Scale = 1:52.3 n 15 14 -' 13 3x6 '- 2x4 II 3x4 = - Special 3x8 = 5x6 WB = = HJC26 THD26-2 5x5 = 3x4 = 3x6 = 3x4 = 0-�-13 3-36 6-1-2 10.1-2 16-1-3 23-5-15 30-2-13 3n10 0- - 3 3 :-. 2-9 13 4-0-0 6-0-1 7-4-12 6-9-14 0- - 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Vdefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) .([cc) 0.52 11-13 >704 360 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.50 11-13 >740 240 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(CT) -0.09 8 n/a n/a BCDL 8.0 Code FBC2020lrP12014 Matrix -MS Weight: 313 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-10-2 oc puriins. 3-5: 2x4 SP No.1 BOT CHORD 4-0-0 oc bracing. BOT CHORD 2x4 SP No.2 *Except* 1-12: 2x6 SP No.2 WEBS — 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 8=0-8-0 Max Horz 1=58(LC 5) Max Uplift 1=2626(LC 4), 8=1552(LC 5) Max Grav 1=3200(LC 19), 8=2143(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=7463/6171, 2-3=-7569/6345, 3-4=8918/7152, 4-5=8918/7152, 5-6=8741/6743, 6-7=-4603/3444, 7-8=-4800/3507 BOT CHORD 1-15=-5674/6834, 14-15=-5674/6834, 13-14=-5810/6992, 11-13=5777/7717, 9-11=2731/3788, 8-9=-3113/4343 WEBS 2-15=-253/271, 2-14=-501/530, 3-14=1319/1371, 3-13=1396/2204, 4-13=560/534, 5-13=-1986/1875,5-11=-4189/3407,6-11=-4621/5943,6-9=-383/616,7-9=450/459 NOTES- 1) 2-ply truss to be connected together with 1Od (0.131"xW) 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 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vuk=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2E) -0-0-7 to 3-3-6, Interior(1) 3-3-6 to 6-1-2, Exterior(2R) 6-1-2 to 9-1-12, Interior(1) 9-1-12 to 20-2-13, Extedor(2R) 20-2-13 to 23-3-7, Interior(1) 23-3-7 to 30-6-1; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 6) Provide adequate drainage to prevent water ponding. 7) Plates checked for a plus or minus 0 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live [dad nonconcurrent with any other live loads. 9) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=2626, 8=1552. No 68182 :. S OF : 4J� i i*-';It N A ` 411111110,4 Joaquin Velez PE No.68182 MITek USA, Ina FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 2,2021 e ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use 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 property Incorporate this design into the overall Inv 11' building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safetylnformaffon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply Baron Island Storage T23418386 J40923 827G Roof Special Girder 3 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 07:39:22 2021 Page 2 ID:tMK13AP75xn_hOVS_QHgt3y67gl-fTitGFUaoj DF?vo7JCMKviOsl y2nOW143GOLsDzV983 NOTES- 11) Use USP HJC26 (With 16-16d nails into Girder & 10d nails into Truss) or equivalent at 6-1-8 from the left end to connect truss(es) to front face of bottom chord. 12) Use USP THD26-2 (With 18-16d nails into Girder & 12-10d nails into Truss) or equivalent at 10-1-2 from the left end to connect truss(es) to front face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 314 lb down and 381 lb up at 8-1-15 on top chord, and 64 lb down and 41 lb up at 8-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=64, 3-5=64, 5-6=64, 6-8=64, 16-19=-16 Concentrated Loads (lb) Vert: 14=-707(F) 13=-1092(F) 22=-112(F) 27=50(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall r ff building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is ahvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSbTPH 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 Baron Island Storage T23418387 J40923 C01 Common 40 JPly 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 07:39:22 2021 Page 1 I D: tM K13AP75xn_hOVS_Q Hgt3y67g1-fritGF Uaoj DF?vo7JCMKviOvjy5U Ohb43GOLs DzV983 5-4-3 10-2-13 15-1-7 20-5-10 5-4-3 4-10-10 4-10-10 5.4-3 Scale = 1:35.1 46 = 3x4 = 3x6 = 3x4 = 3x4 = 3x4 = LOADING (psf) TCLL 20.0 TCDL 12.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 RepStress'lncr YES Code FBC2020/TP12014 CS1. TIC 0.51 BC 0.52 WB 0.25 Matrix -AS DEFL. in Vert(LL) 0.10 Vert(CT) -0.13 Horz(CT) 0.04 (loc) I/deft 6 >999 / 6-8 >999 5 n/a Ud 360 240 file PLATES GRIP MT20 244/190 Weight: 87 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD 4-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 5=0-8-0 Max Horz 1=12(LC 5) Max Uplift 1=-782(LC 4), 5=782(LC 5) Max Grav 1=1015(LC 9), 5=1015(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1997/1545, 2-3=-1788/1453, 3-4=1788/1453, 4-5=1997/1545 BOT CHORD 1-8=-1316/1772, 6-8=-756/1154, 5-6=1305/1772 WEBS 3-6=-431/588, 4-6=445/505, 3-8=-431/588, 2-8=445/505 NOTES- 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2E) -0-0=7 to 3-0-3, Interior(1) 3-0-3 to 10-2-13, Exterior(21R) 10-2-13 to 13-3-7, Interior(1) 13-3-7 to 20-6-1; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the `,I/1111111111, use of this truss component. ,�� U I N 4) Plates checked for a plus or minus 0 degree rotation about its center.Q�Q 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' ��` ,O G E N S' • • �� ,�ji �••, 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 �� �.� F will fit between the bottom chord and any other members. (� O 68182 •: 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=782, 5=782. ' . * ;• 1�r '_ 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord. ST OF I1111111 Joaquin Velez PE No.68182 MITek.USA, Inc. FL Cart 6634 6904 Parke Fast Blvd. Tampa FL 33610 Date: April 2,2021 ® WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. r 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 itlfi�• building design. Bracing Indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/Tpif Quality Criteria, DSB-e9 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 s Job Truss Truss Type Qty Ply Baron Island Storage T23418388 J40923 C04GE GABLE 6 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 6.43U s Mar 22 ZU21 MI I eK Industries, Inc. 1 nu Apr 1 U/:39:23 ZUZ1 Page 1 ID:tMK13AP75xn_hOVS_QHgt3y67g1-7gGFTbVCY1 M6d2MJtvtZSwY3UMRj17gDlwmvPfzV982 5-4-3 10-2-13 15-1-7 , 20-5-10 , 5-4-3 4-10-16 4-10-10 5-4-3 Scale = 1:37.1 2x4 = 4x6 = 5.00 12 1x4 II 1x4 II 1x4 II 47 tx4 \\ 2 1x4 II oi 1x4 If 46 M 1 1x tx4 1x4 II 1x4 II 1x4 11 8 3x4 = 3x4 = 1x4 11 1x4 II 1x4 II 3 1x4 II 1x4 II 48 tx4 II 1 x4 4 1x4 II 1x4 II 1x4 II X4 49 1x4 II 1x4 11 1 4 II tx4 11 5 x 1x4 II 1x4 11 1x4 117 6 1x4 11 1x4 II 1x4 II 3x6 = 3x4 = 3x4 = 1x4 11 1x4 11 1x4 If 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 0.51 Vert(LL) 0.10 8 >999 360 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.13 6-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(CT) 0.04 5 n/a n/a BCDL 8.0 Code FBC2020/TPI2014 Matrix -AS Weight: 131 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD 4-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 5=0-8-0 Max Horz 1=12(LC 5) Max Uplift 1=-782(LC 4), 5=-782(LC 5) Max Grav 1=1015(LC 9), 5=1015(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1996/1545, 2-3=1787/1452, 3-4=1787/1452, 4-5=1996/1545 BOT CHORD 1-8=-131511771, 6-8=756/1153, 5-6=1304/1771 WEBS 3-6=-431/587, 4-6=445/505, 3-8=-431/587, 2-8=-445/505 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Extedor(2E) -0-0-7 to 3-0-3, Interior(1) 3-0-3 to 10-2-13, Exterior(2R) 10-2-13 to 13-3-7, Interior(1) 13-3-7 to 20-6-1; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=782, 5=782. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord. n I� PQUIN JON ........ E N No 68182 ST OFoil i NN A ,��% /1111 Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 69011 Parke East Blvd. Tampa FL 33610 Date: April 2,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119202O 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 HV 11' 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 6904 Parke East Blvd. Safety lnformadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Baron Island Storage T23418389 J40923 C08 Common 3 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 07:39:24 2021 Page 1 5-1-6 4-10-10 4-10-10 Scale = 1:34.8 4x6 = V I� 3x4 = 3x6 = 3x4 = 3x4 = 3x4 = LOADING (psf) TCLL 20.0 TCDL 12.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020rrPI2014 CS]. TC 0.51 BC 0.52 WB 0.26 Matrix -AS DEFL. in Vert(LL) 0.10 Vert(CT) -0.13 Horz(CT) 0:04 (loc) I/deft 6-8 >999 6-8 >999 5 n/a Lid 360 240 n/a PLATES GRIP MT20 244/190 Weight: 87 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD 4-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 5=0-8-0 Max Horz 1=-23(LC 4) Max Uplift 1=-778(LC 4), 5=778(LC 5) Max Grav 1`1001(LC 9), 5=1001(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1897/1482, 2-3=-1700/1397, 3-4=1757/1440, 4-5=1965/1533 BOT CHORD 1-8=1247/1667, 6-8=-738/1122, 5-6=1293/1743 WEBS 3-6=-440/594, 4-6=443/506, 3-8=377/511, 2-8=-399/473 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.Bpsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2E) 0-0-0 to 3-0-10, Interior(1) 3-0-10 to 10-0-0, Exterior(2R) 10-0-0 to 13-0-10, Interior(1) 13-0-10 to 20-3-4; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ,`��1111111/11� 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck ,,�� QUA N VF �'d, to the use of this truss component. ♦`� OP 4) Plates checked for a plus or minus 0 degree rotation about its center. ♦� , •* G E IV S+ •• 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦ V F•�•, 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 No 68182 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) * :• •: 1=778,5=778. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord. 'O : : /r ST OF :��/ ��� �` • Al O R P ; N��♦` C? /ON A E��`�% Inn Joaquin Velez PE No:68182 MiTek USA, Inc. FL Cott 6634 6904 Parke Fast Blvd. Tampa FL 33610 Date. April 2,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE, Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not mr 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, 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 Baron Island Storage T23418390 J40923 C09 Common 6 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MTek Industries, Inc. Thu Apr 1 07:39:25 2021 Page 1 ID:tMK13AP75xn_hOVS_OHgt3y67gl-3200uH WS4ecgsMWi7Kvl XKeP_978DOFWm EF7TYzV980 5-1 6 10-0-0 14-10-10 20-2-13 5-1, 4-10-10 4-10-10 54-3 4x6 = 3x4 = Scale = 1:34.8 LOADING (psf) TCLL 20.0 TCDL 12.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.51 BC 0.52 WB 0.26 Matrix -AS DEFL. in Vert(LL) 0.10 Vert(CT) -0.13 Horz(CT) 0.04 (loc) Udefl 6-8 >999 6-8 >999 5 n/a Ud 360 240 n/a PLATES GRIP MT20 244/190 Weight: 87 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD 4-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 1=Mechanical, 5=0-8-0 Max Horz 1=-23(LC 4) Max Uplift 1=-778(LC 4), 5=778(LC 5) Max Grav 1=1001(LC 9),5=1001(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1897/1482, 2-3=-1700/1397, 3-4=-1757/1440, 4-5=1965/1533 BOT CHORD 1-8=-1247/1667, 6-8=738/1122, 5-6=1293/1743 WEBS 3-6=440/594, 4-6=443/506, 3-8=-377/511, 2-8=-399/473 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=25ft; Cat. Il; Exp D; Encl., GCpi=0.18; C-C Extedar(2E) 0-0-0 to 3-0-10, Interior(1) 3-0-10 to 10-0-0, Exterior(2R) 10-0-0 to 13-0-10, Interior(1) 13-0-10 to 20-3-4; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific Qv N v� ���, to the use of this truss component. 4) Plates checked for a plus or minus 0 degree rotation about its center. , G E N S ' • 2 �� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� fir\ F •••, 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 No 68182 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) 1=778, 5=778. "0 . 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord. p S t F 44/ i ls f0 N A� Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke Fast Blvd. Tampa FL 33610 Date: April 2,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTeke is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TFl1 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 Baron Island Storage T23418391 J40923 C10GE GABLE 3 n L Job Reference (optional) test Goast I fuss, m. rtefce, rL - J4d46, t3.43U s mar zz zuzl m1I eK Inctustnes, Inc. I nu Apr l ur:6if:Lo zuz i rage l ID:tMK13AP75xn_hOVS_QHgt3y67gl-XFyO6dX4rykgUW5uY1RG4YAWZZOyWdf u Z?_zV98? 5-1-6 10-0-0 14-10.10 20-2-13 5-1-6 4-10-10 4-10-10 5-4-3 2x4 = 4x4 = tx4 II 3 5.00 F12 1x4 II 1x4 II 1x4 II 47 1x4 2 1x4 II 1x4 II 46 1x4 II a 1x4 II 1 1x4 11 1x4 I 1x4 II " 1x4 II 1x4 II 1x4 II 6 1x4 11 1x4 II 7 3x4 = Us = 4x6 = 1x4 11 1x4 11 1x4 11 1x4 II 48 1x4 II 1 x4 4 1x4 II 1x4 II 49 1x4 II 1x4 II 6 1x4 II 1x4 II 1x4 II 3x4 = 1x4 II 1x4 II Scale = 1:37.1 5 4x4 = Plate Offsets (X,Y)—[1:0-0-0,0-1-31,[3:0-2-0,0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.08 6-8 >999 360 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.08 6-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(CT) 0.02 5 n/a n/a BCDL 8.0 Code FBC2020lrP12014 Matrix -AS Weight: 263 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 *Except* TOP CHORD Structural wood sheathing directly applied. 3-5: 2x4 SP No.2 BOT CHORD 4-0-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 5=0-8-0 Max Horz 1=-22(LC 12) Max Uplift 1=-2291(LC 11), 5=2328(LC 14) Max Grav 1=2307(LC 16), 5=2345(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4948/4915, 2-3=-2851/2861, 34=3252/3253, 4-5=5185/5149 BOT CHORD 1-8=-4401/4460, 6-8=1923/1813, 5-6=4427/4709 WEBS 3-6=-579/639, 4-6=-442/569, 3-8=616/673, 2-8=-452/609 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.Bpsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Extedor(2E) 0-0-0 to 3-0-10, Interior(1) 3-0-10 to 10-0-0, Exterior(2R) 10-0-0 to 13-0-10, Interior(1) 13-0-10 to 20-3-4; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) 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. 6) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 7) Plates checked for a plus or minus 0 degree rotation about its center. _ 8) Gable studs spaced at 1-4-0 oc. 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) except (jt=lb) 1=2291,5=2328. PQUIN VEl '�• No 68182 ST OF i fffnn{{{ Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa. FL 33610 Date: April 2,2021 ' e WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Nat 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 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 Baron Island Storage T23418391 J40923 C10GE GABLE 3 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 07:39:26 2021 Page 2 ID:tMK13AP75xn7hOVS_QHgt3y67g1-XFyO6dX4rykgUW5uY1RG4YAWZZO_yWdf _u_Z?zV98? NOTES- 12) This truss has been designed for a total drag load of 350 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-2-13 for 350.0 plf. 13) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord. ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall r building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Job Truss Truss Type Qty Ply Baron Island Storage T23418392 J40923 D01G Hip Girder 2 1 .. Job Reference (optional East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 07:39:27 2021 Page 1 ID:tMK13AP75xn—h OVS—Q Hgt3y67gl-?RWm JzYicFsX6gg56lyVcljpvzs?h—KpDYk6YQzV98- 1-2-13 6-5-10 2-0-0 2-2-13 Scale = 1:12.8 4x13 = 5.00 4x4 = 2x4 = I 2x4 = P 2-1$ 2-2-13 4-2-13 6-2-13 6-5-1 q t 2-- 2-0-0 2-0-0 2-0-0 -2-1 Plate Offsets (X,Y)— [2:0-5-0,0-2-0) 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 0.29 Vert(LL) 0.03 5-6 >999 360 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.02 5-6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(CT) -0.01 4 n/a n/a BCDL 8.0 Cade FBC2020/TPI2014 Matrix -MP Weight: 25 Ito FT = 0% 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 4-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-4-0, 4=0-4-0 Max Uplift 1=-528(LC 4), 4=-528(LC 4) Max Grav 1=432(LC 19), 4=432(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-716/882, 2-3=-670/875, 3-4=-716/881 BOT CHORD 1-6=-708/652, 5-6=718/652, 4-5=-707/654 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=25ft; Cat. ll; Exp D; Encl., GCpi=0.18; C-C Extericr(2E); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. ,`111111111/��� 5) Plates checked for a plus or minus 0 degree rotation about its center. 0 6) This truss has been designed for a 10.0 pet 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 ♦♦♦ , •� G ENS ' •. i� will fit between the bottom chord and any other members. ♦ �r F �•• 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) N O 6 8182 1=528,4=528. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 533 lb down and 470 lb up at * : •: 2-2-13, and 533 lb down and 470 lb up at 4-2-13 on top chord, and 56 lb down and 66 lb up at 2-2-13, and 56 lb down and 66 Ito up at 4-2-1 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). .00 S O F �((/` LOAD CASE(S) Standard �j T• .A, Q;.' ♦♦ 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 ii�� 0 R Q G�,♦♦ Uniform Loads Vert 1(2i 64, 2-3=64, 3-4=64, 7-10=-16 s 0 N A E Concentrated Loads (lb) 11111 Vert: 2=-O(B) 3=-O(B) 6=-19(B) 5=-19(B) Joaquin Velez PE No.68182 MITWUSA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 2,2021 ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. -- Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall p� �• 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 - ""iTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/FP/1 Quality Criteda, 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 Baron Island Storage T23418393 J40923 MV2 Valley 3 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 07:39:27 2021 Page 1 ID:tMK13AP75xn_hOVS_Q Hgt3y67gl-?R WmJzYicFsX6gg56lyVclj szzwH h_IPDYk6YQzV98_ 2-0-0 2-M Scale = 1:6.9 2x4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 TCDL 12.0 Lumber DOL 1.25 BC 0.03 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 8.0 Code FBC2020/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 1=2-0-0, 2=2-0-0, 3=2-0-0 Max Horz 1=92(LC 4) Max Uplift 1=-77(LC 4), 2=-121(LC 4) Max Grav 1=72(LC 9), 2=74(LC 9), 3=23(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 5.00 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(CT) n/a n/a 999 Horz(CT) -0.00 2 n/a n/a Weight: 5 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 4-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2E); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Plates checked for a plus or minus 0 degree rotation about its center. 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) Bearing at joint(s) 2 considers parallel to grain value using ANSIrrPI 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) 1 except (It=lb) 2=121. ,�, P001 N VFW �.. .`, ,OG E N 3 No 68182 �0: S OF .:�� /rinl Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date. April 2,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. ! Design valid for use only with Mi rek® connectors. This design is based only upon parameters shown, and is for an individual building component, not p` a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall piTek' building design. Bracing Indicated is to prevent buckling of individual truss web and/or chard 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 iw fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Duality Criteria, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Satetylntonnadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 - Tampa, FL 36610 Job Truss Truss Type Qty Ply Baron Island Storage T23418394 J40923 MV4 Valley 3 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 07:39:28 2021 Page 1 ID:tMK13AP75xn_hOVS_QHgt3y67gl-Ud48XJYKNZ OjgFHgSTk9zGuTNEzQR7ySCTg3tzV97z 4-0-0 4-0-0 2x4 2x4 II Scale = 1:11.1 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 0.69 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 BC 0.19 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 8.0 Code FBC2020/TPI2014 Matrix-P Weight: 13 lb FT = 0%, 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 except end verticals. WEBS 2x4 SP No.3 BOT CHORD 4-0-0 oc bracing. REACTIONS. (size) 1=4-0-0, 3=4-0-0 Max Horz 1=227(LC 4) Max Uplift 1=-188(LC 4), 3=283(LC 4) _ Max Grant 1=178(LC 9), 3=206(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-181/298 NOTES- 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=25ft; Cat. ll; Exp D; Encl., GCpi=0.18; C-C Exterior(2E); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Plates checked for a plus or minus 0 degree rotation about Its center. 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) except (jt=lb) 1=188, 3=283. II181/1I OPpIUI N VF ,,%%.W i,4. LENS No 68182 r r 00 STA OF • �IJ4: •10 4 O R 1 Q P •. \,�. •,C? i,'6ss'o N A'� Joaquin Velez PE Ne.68182 MITek USA, Inc. FL Gert 6634 6904, Parke East Blvd. Tampa FL 33610 Date: April 2,2021 -- 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 Mi7ekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rPli Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safetyinformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Baron Island Storage "I T23418395 J40923 V4 Valley 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 07:39:28 2021 Page 1 ID:tMK1 3AP75xn—hOVSQHgt3y67gl-Ud48XJYKNZ_OjgFHgSTk9zG75NErQR7ySCTg3tzV97z 2-0-0 4-0-0 2-M 2-M 3x4 = 5.00 12 1 2x4 1'� 2x4 Scale = 1:7.5 4-M 4-M Plate Offsets (X,Y)— [2:0-2-0,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 BC 0.13 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 8.0 Code FBC2020/TP12014 Matrix-P Weight: 10 lb FT = 0% 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 4-0-0 oc bracing. REACTIONS. (size) 1=4-0-0, 3=4-0-0 Max Horz 1=21(LC 5) Max Uplift 1=228(LC 5), 3=207(1_C 5) Max Grav 1=156(LC 9), 3=156(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-187/295, 2-3=187/307 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2E); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. ``�{{111111/��� 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,,�% N I N y �!,' 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 ,,� OQ• ��. will fit between the bottom chard and any other members. ,� , ,•' G E N S • • i� 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) `� V F•••, �� 1=228, 3=207. No 6 818 2 S OF .' 41J Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 2,2021 -- ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19l2020 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 IYI 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 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 city Ply Baron Island Storage T23418396 J40923 V5 Valley 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MTek Industries, Inc. Thu Apr 1 07:39:29 2021 Page 1 I D:tMK13AP75xn—hOVS_QHgt3y67gl-ygeXkeZz8t6FLzgTEA—zhAo7OnX69uE5gsDDbJzV97y 2-8-2 5-4-3 ' 2.8-2 2-8-2 3x4 = 2x4 2x4 Scale = 1:10.1 5.4-3 54-3 Plate Offsets (X,Y)— [2:0-2-0,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 BC 0.32 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a nla BCDL 8.0 Code FBC2020lrP12014 Matrix-P Weight: 14 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-4-3 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD 4-0-0 oc bracing. REACTIONS. (size) 1=5-4-3, 3=5-4-3 Max Horz 1=32(LC 5) Max Uplift 1=-344(LC 5). 3=312(LC 5) Max Grav 1=238(LC 9), 3=238(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-285/447, 2-3=-285/464 BOT CHORD 1-3=354/227 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.Bpsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2E); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4) Plates checked for a plus or minus 0 degree rotation about its center. `11111111111 j 5) Gable requires continuous bottom chord bearing. ,,��� &IN 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `� OP • 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 �� , C E N 9 • • �i� will fit between the bottom chord and any other members. �� : • �.� F•••• i 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) • No 68182 S uOF E�♦ Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert MM 6904 Parke Fast Blvd. Tampa FL 33610 Date. April 2,2021 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 verify the applicability of design parameters and property incorporate this design into the overall r� l al' building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-09 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 Baron Storage T23418397 J40923 ZCJ1 Jack -Open 18 1 Job Reference (optional) test [;oast I russ, Ft. Pierce, FL - 34945, 8.430 It Mar 22 2021 MiTek Induslnes, Inc. Thu Apr 1 07:39:29 2021 Page 1 ID:tMK13AP75xn_hOVS_QHgt3y67gl-ygeXkeZz8l6FLzgTEA zhAoAnnac9uE5gsDDbJzV97y 0-11-4 0-11-4 2x3 = Scale = 1:6.8 dr 6 6 PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HORZ. REACTIONS SPECIFIED BELOW. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.21- Vert(LL) 0.00 6 n/r 120 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.00 6 n/r 120 BCLL 0.0 Rep Stress [nor YES WB 0.00 Horz(CT) 0.00 file n/a BCDL 8.0 Code FBC2020/TPI2014 Matrix -MP Weight: 3 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 2=Mechanical, 3=Mechanical Max Horz 2=-284(LC 4), 3=354(LC 4) Max Uplift 2=-337(LC 4) Max Grant 2=78(LC 9) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-394/97 BOT CHORD 1-3=-84/354 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD 4-0-0 oc bracing. NOTES- I 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2E); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) 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) Plates checked for a plus or minus 0 degree rotation about its center. 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) 2=337. G E N d .. �i No 68182 •� /i, O Flil�4t • do Al Joaquin Velez PE No.68182 MTTek USA, Inc. FL Cert 6634 6904 Parke Fast Blvd. Tampa FL 33610 Date: April 2,2021 -- 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 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 ANSYMf 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 Baron Island Storage T23418398 J40923 ZCJ1A Jack -Open 8 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430. s Mar 22 2021 MTek Industries, Inc. Thu Apr 1 07:39:30 2021 Page 1 ID:tMK13AP75xn_hOVS QHgt3y67gl-QOBvx_abvAE6z7PfntVCEOLOJAykuLUFvwym8lzV97x 0-11-4 0-11-4 Scale = 1:6.8 2x3 = 0-2-13 , r 0-2-13 0-11-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC '" 0.03 Vert(LL) -0.00' 6 >999 360 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.00 6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 8.0 Code FBC2020rrP12014 Matrix -MP Weight: 3 lb FT = 0% 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 BOT CHORD 4-0-0 oc bracing. REACTIONS. (size) 2=Mechanical, 3=Mechanical, 1=0-4-0 Max Horz 1=70(LC 4) Max Uplift 2=-65(LC 4), 3=-29(LC 4), 1=51(LC 4) Max Grav 2=41(LC 9), 3=24(LC 9), 1=52(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2E); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 3) 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) Plates checked for a plus or minus 0 degree rotation about its center. 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 ``%J1111111/ j1, will fit between the bottom chord and any other members. ,,�� QV 1 N VF 1te 7) Refer to girder(s) for truss to truss connections. ,� OP. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 2, 3, 1. �� , 0 G E N 5+�.? , No 68182 ?O: S OFlot sO N A 'E����� 1u11 110 Joaquin Velez PE No.68182 MTTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 2,2021 � ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Baron Island Storage T23418399 J40923 ZCJ3 Jack -Open 18 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 07:39:30 2021 Page 1 ID:tMK13AP75xn_hOVS_Q Hgt3y67gl-QOBvx_abvAE6z7 PfntVC EO LJmAsTuLUFv Wym 81zV97x 2-11-4 2-11-4 Scale = 1:11.0 2x3 = ,0-2-131 2.13 2-11-4 2-8-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.01 3-6 >999 360 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 SC 0.44 Vert(CT) -0.01 3-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 8.0 Code FBC2020/TPI2014 Matrix -MP Weight: 9 lb FT = 0% 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 4-0-0 oc bracing. REACTIONS. (size) 1=0-8-0, 2=Mechanical, 3=Mechanical Max Horz 1=212(LC 4) Max Uplift 1=-168(LC 4), 2=226(1_C 4), 3=45(LC 4) Max Grav 1=163(LC 9), 2=142(LC 9), 3=52(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2E); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 3) 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) Plates checked for a plus or minus 0 degree rotation about its center. 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 ``�t,�l l l l l � will fit between the bottom chard and any other members. ,,�� QV N V� 7) Refer to girder(s) for truss to truss connections. �� Opp �'s- 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 3 except (jt=lb) `�� , •••%C E N s ' •, 2 �j0 No 68182 � ��: OF •:�vU� l- eo 0 N A E����• nnl Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 2,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. !' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not p` 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 Mel( always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 69N 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 Baron Island Storage T23418400 J40923 ZCJ5 Jack -Open 18 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946. 8.430 s Mar 22 2021 MTek Industries, Inc. Thu 'Apr 1 07:39:31 2021 Page 1 I D:IM K13AP75xn_hOVS_Q Hgt3y67q I-uCIH9KbDg UMzaH_sLbO RnbuO6a7MdokOBAi KgCzV97w 4- 1-4 4-11-4 3x3 = Q-2-13 4-11-4 d� 4-8-7 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 12.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 8.0 Code FBC2020/rP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 1=0-8-0, 2=Mechanical, 3=Mechanical Max Horz 1=347(LC 5) Max Uplift 1=285(1_C 4), 2=396(1_C 5), 3=-55(LC 5) Max Grav 1=277(LC 9), 2=249(LC 9), 3=83(LC 3) CS1. DEFL. TC 0.73 Vert(LL) BC 0.72 Vert(CT) WB 0.00 Horz(CT) Matrix -AS FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. in (loc) I/deft Ud 0.09 3-6 >626 360 0.08 3-6 >780 240 -0.01 2 n/a n/a Scale = 1:15.1 PLATES GRIP MT20 244/190 Weight: 16 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD 4-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2E) -0-0-7 to 3-0-3, Interior(1) 3-0-3 to 4-10-8; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 f, 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) Plates checked for a plus or minus 0 degree rotation about its center. 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) 3 except at=lb) 1=285, 2=396. 9) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord. CLUI N VFW ,ON ........ No 68182 �:. ST OF :�� 4ORjop'�\=:�� �►Ioi1n11�1, Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date:' April 2,2021 ® WARNING -Verify design parameters and READ NOTES 014 THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEF&E USE. Design valid for use only with M1709 connectors. This design is based only upon parameters shown, 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 my building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe 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 ANSYMI Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safetylnformatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Baron Island Storage T23418401 J40923 ZEJ2 Jack -Open 4 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 07:39:31 2021 Page 1 ID:tMK13AP75xn_hOVS_Q Hgt3y67gl-uCIH9KbDgUMzaH_sLbORnbuWOaFidokO8AiKgCzV97w 2-2-13 2-2-13 2x3 = , 0-2-13 , 2-2-13 , 0-2-13 2-M LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TIC 0.20 TCDL 12.0 Lumber DOL 1.25 BC 0.25 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 8.0 Code FBC2020rrP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 1=0-4-0, 2=Mechanical, 3=Mechanical Max Horz 1=160(LC 4) Max Uplift 1=-126(LC 4), 2=168(LC 4), 3=-39(LC 4) Max Grav 1=123(LC 9), 2=106(LC 9), 3=42(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:9.6 DEFL. in (loc) Udefl Ud PLATES GRIP Vert(LL) 0.01 3-6 >999 360 MT20 2441190 Vert(CT) -0.00 3-6 >999 240 Horz(CT) -0.00 2 n/a n/a Weight: 7 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-13 oc purlins. BOT CHORD 4-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2E); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 3) 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)r Plates checked for a plus or minus 0 degree rotation about its center. 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) 3 except Qt=lb) 1=126, 2=168. 11111111Ifit. I CX01N J . GENs No 68182 ST OF .:�� ���1/111111111� Joaquin Velez PE No.66162 MITek.USA, Inc. FL Cert 6634 6994 Parke East Blvd. Tampa FL 33610 Date: April 2,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIIJ473 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 r►/� 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 ANS11TP11 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 Baron Island Storage T23418402 J40923 ZEJ6 Jack -Open 26 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 3x4 = 8.430 s Mar 22 2021 Mi-rek Industries, Inc. Thu Apr 1 07:39:32 2021 Page 1 ID:tM K13AP75xn_h OVS_Q Hgt3y67gl-M PJfMgcrRo UqC RY2v IYgJpQX6_QKM F_YNgRtCezV97v 6-1-2 6-1-2 4-2-1,3 6-1-2 -2-1 5-10-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TIC0.84 Vert(LL) 0.17 3-6 >416 360 TCDL 12.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.14 3-6 >507 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 2 n/a n/a BCDL 8.0 Code FBC2020/TP12014 Matrix -AS I I I LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (size) 1=0-8-0, 2=Mechanical, 3=Mechanical Max Horz 1=392(LC 5) Max Uplift 1=-329(LC 4), 2=474(LC 5), 3=-48(LC 5) Max Grav 1=337(LC 9), 2=307(LC 9). 3=100(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Scale = 1:17.9 PLATES GRIP MT20 2441190 Weight: 19 lb FT = 0% Structural wood sheathing directly applied. 4-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Extedor(2E) -0-0-7 to 3-0-3, Interior(1) 3-0-3 to 6-0-6; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) 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) Plates checked for a plus or minus 0 degree rotation about its center. 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) 3 except (jt=lb) 1=329, 2=474. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord. IN No 68182 04 If rnnn Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 2,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall {� � iT®k' 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 iw 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 Job Truss Truss Type Qty Ply Baron Island Storage T23418403 J40923 ZEJ6A Monopitch 8 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 07:39:32 2021 Page 1 ID:tMK13AP75xn_hOVS_QHgt3y67gl-MPJfMgcrRoUgCRY2vlYgJpQ Wy_QDMF_YNgRICezV97v 6-1-2 6-1-2 Scale = 1:17.5 3x6 II 3x4 = 4213 6-1-2 d 2-1 5-10-6 Plate Offsets (X,Y)-- [1:0-1-12,0-0-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.17 3-6 >414 360 MT20 2441190 TCDL 12.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.14 3-6 >498 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 1 n/a n/a BCDL 8.0 Code FBC2020ITP12014 Matrix -AS Weight: 23 lb FT = 0% 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 4-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 3=Mechanical Max Horz 1=379(LC 4) Max Uplift 1=-329(LC 4), 3=497(LC 5) Max Grav 1=333(LC 9), 3=389(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-300/449 NOTES- 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp D; Encl., GCpi=0.18; C-C Exterior(2E) -0-0-7 to 3-0-3, Interior(1) 3-0-3 to 5-11-6; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) 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. ,,��� Qv I N 4) Plates checked for a plus or minus 0 degree rotation about its center. ,�� OP •• 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • , .•'� C E Ns i� F •••- 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 V will fit between the bottom chord and any other members. :�� N O 68182 •: 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 atjoint(s) except Ot=lb) 1=329, 3=497. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord. ��:• S OF :4(/�/ ��111111�1� Joaquin Velez PE No.68182 MiTek,USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 2,2021 ® WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 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 Baron Island Storage T23418404 J40923 ZEJ68 Monopitch 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 07:39:33 2021 Page 1 IDAMK13AP75xn_hOVS_QHgt3y67gl-gbtl aOcTC5chgb7ET03vs0zi00ni5iEhbUBQk4zV97u Q-2-13 5-10-5 2-1 5-10-5 3x6 II 4x4 = Scale = 1:18.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.14 4-7 >495 360 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.12 4-7 >583 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.02 2 n/a n/a BCDL 8.0 Code FBC2020lrP12014 Matrix -AS Weight: 23 lb FT = 0% 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 4-0-0 oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0 Max Horz 2=364(LC 5) Max Uplift 4=-489(LC 5), 2=304(1_13 4) Max Grav 4=376(LC 9), 2=324(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=293/446 NOTES- 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.Bpsf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2E) -0-3-8 to 2-9-2, Interior(1) 2-9-2 to 5-8-9; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. ' 3) 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) Plates checked for a plus or minus 0 degree rotation about its center. 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 at=lb) 4=489,2=304. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord. ��►111111/II N No 68182 ���:. S OF 111111 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke Fast Blvd. Tampa FL 33610 Date: April 2,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-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 r� 1�' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 'y'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 ANSI11PI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safetyinformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Baron Island Storage T23418405 J40923 ZEJ6C Jack -Open 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 07:39:33 2021 Page 1 IDAMK13AP75xn—hOVS_QHgt3y67gl-gbtl aOcTC5chgb7ET03vsOzj7OnS5iEhbUBQk4zV97u 1-2- 3 5-10-5 0-2-1 5-10-5 4x4 = 5-105 5-105 Scale = 1:18.9 Plate Offsets (X,Y)— [2:0-1-4,0-1-31 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.14 4-7 >484 360 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.12 4-7 >591 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.03 3 n/a n/a BCDL 8.0 Code FBC2020rrP12014 Matrix -AS Weight: 20 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD 4-0-0 oc bracing. WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=382(LC 5) Max Uplift 3=-471(LC 5), 2=304(LC 4), 4=-43(LC 5) Max Grav 3=301(LC 9), 2=328(LC 9), 4=97(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2E) -0-3-8 to 2-9-2, Interior(1) 2-9-2 to 5-9-9; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is ,`��{1111 the responsibility of the fabricator to increase plate sizes to account for these factors. ,,�� Qv IN V� 4) Plates checked for a plus or minus 0 degree rotation about its center. ,� QQ� • L� /� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `�� , G E N S • ••�#0 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 •• �. F ••, will fit between the bottom chord and any other members. No 68182 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) 4 except (it=lb) * : •: 3=471,2=304. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord. ST OF : 44/� Joaquin Velez PE No.68182 MITek.USA, Inc. FL Cer, 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 2,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 ANSYTP11 Qualify Criteda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Satetylnformat/on available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Baron Island Storage T23418406 J40923 ZEJ6D Jack -Open 3 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 3x4 = 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 07:39:34 2021 Page 1 ID:tMK13AP75xn_hOVS_QHgt3y67qI-InRQnMd5zPkYRIiROjaBOEWuto6ig9Urg8w_H WzV97t 5-10-5 5-10-5 5-105 Scale = 1:18.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.14 3-6 >484 360 MT20 2441190 TCDL 12.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.12 3-6 >590 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.03 2 n/a n/a BCDL 8.0 Code FBC20201TPI2014 Matrix -AS Weight: 19 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD 4-0-0 oc bracing. WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 2=Mechanical, 3=Mechanical Max Harz 1=382(LC 5) Max Uplift 1=-313(LC 4), 2=471(LC 5), 3=-43(LC 5) Max Grav 1=321(LC 9), 2=301(LC 9), 3=97(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-16; VuIt=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2E) 0-0-0 to 3-0-10, Interior(1) 3-0-10 to 5-9-9; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is ,`�.��1111/f the responsibility of the fabricator to increase plate sizes to account for these factors. ,�� V IN 4) Plates checked for a plus or minus 0 degree rotation about its center. ,�� OPQ ;. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `�� , • '� ......... E /� S+ • • �i� 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 ♦ V F•••• will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. No 68182 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) * : •: 1=313, 2=471. 9) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord. S OF '44/� fO N A; Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke Fast Blvd. Tampa FL 33610 Date: April 2,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Iv111-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with Mr rek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design Into the overall q� building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 • ANS11TPH Quality Criterfa, 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 Baron Island Storage T23418407 J40923 ZEJ6G Monopitch Girder 3 n L Job Reference (optional) test toast I russ, t-t. fierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 07:39:34 2021 Page 1 ID:tMK13AP75xn_hOVS QHgt3y67gl-InRQnMd5zPkYRIiROja8OEWyBo5pg9Urg8w_HwzV97t 3-1-10 6-1-2 3-1-10 2-11-9 Scale = 1:17.6 3x4 i:- 2x4 II CI-2-1 5-10.6 LOADING (psf) SPACING 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.17 3-6 >411 360 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.18 3-6 >406 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 1 n/a n/a BCDL 8.0 Code FBC2020/rP12014 Matrix -MP Weight: 55 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD 4-0-0 oc bracing. REACTIONS. (size) 1=0-8-0, 3=Mechanical Max Horz 1=379(LC 11) Max Uplift 1=-773(LC 4), 3=1019(LC 5) Max Grav 1=1080(LC 15). 3=1285(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-321/426 NOTES- 1) 2-ply truss to be connected together as follows: Top chords connected with 1Od (0.131"x3") nails as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected with 10d (0.131 "x3") nails as follows; 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2E) -0-0-7 to 3-0-3, Interior(1) 3-0-3 to 5-11-7; cantilever left and right exposed ; Lumber DOL=1.60 plate t111111111111 gripDOL=1.60 �V�1� 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific �QvIN 1�I ,� �Q• �� I� to the use of this truss component. / �� , •••� G E N,9 5) Plates checked for a plus or minus 0 degree rotation about its center. �� : �r F•••• 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. No 68182 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) '0 1=773, 3=1019. ••• S 0 1= 411 10) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-2-13 from the left end to 4-2-13 to connect truss(es) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. �i�� . LOADCASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 11111 Uniform Loads (plf) Joaquin Velez PE No.68182 Vert: 1-2=-64, 3-4-16 MTek USA, Inc. FL Cori 6634 Concentrated Loads (lb) 6904 Parke East Blvd. Tampa FL 33610 Vert: 8=-795(B) 9=795(B) Date: April 2,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with 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 Mirek` is always required for stability and to prevent collapse wfth possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUrP/f Quality Criteria, OSS-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 Baron Island Storage T23418408 J40923 ZHJ2 Diagonal Hip Girder 4 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 07:39:35 2021 Page 1 I DAM K13AP75xn_hOVS_Q Hgt3y67gl-m_?o?iejkj sP3u HdaQ5NxR2ACBbYZck_3ogXpzzV97s 3-1-3 3-1-3 Scale = 1:9.4 2x4 = 0 4 0 - 3-1-3 0 4A 2-9-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Weft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.34 Vert(LL) 0.01 4 >999 360 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 BC 0.26 Vert(CT) 0.01 4 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 8.0 Code FBC2020/TPI2014 Matrix -MP Weight: 10 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD 4-0-0 oc bracing. REACTIONS. (size) 1=0-5-11, 2=Mechanical, 3=Mechanical Max Horz 1=186(LC 5) Max Uplift 1=-338(LC 5), 2=245(LC 5), 3=-26(LC 5) Max Grav 1=237(LC 15), 2=129(LC 15), 3=40(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp D; Encl., GCpi=0.18; C-C Comer(3); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for 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 except Gt=lb) ,o" Qv N V� 1=338, 2=245. ,� QP • �� Ii 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 312 lb down and 149 lb up at ,�� , ,•'� G E jv Si'•, �i� 1-4-15, and 312 lb down and 149 lb up at 1-4-15 on top chord, and 11 lb down and 24 lb up at 1-4-15, and 11 lb down and 24 lb up at 1-4-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. No 68182 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=125 Uniform Loads (plf) i S OF 40 Vert: 1-2=64, 3-4=16 ((� Concentrated Loads (Ib) �j�Tt��'. �� O q + Vert: 9=-12(F=-6, B=-6) �i` •,oe4111 �IVAll %E�0`0' 10 Joaquin Velez PE No.68182 MITek.USX Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610. Date: April 2,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-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 ISO building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI11"P/1 Quality Criteria, DSB-89 and 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 s Truss Type Qty Ply Baron Island Storage TZH T23418409 J40923 6 DIAGONAL HIP GIRDER 9 1 Job Reference (optional) Cast toast I cuss, m. merce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 07:39:36 2021 Page 1 I D:tMK13AP75xr _hOVS_Q Hgt3y67gl-FAZAC2fMV0_Gh2sp88ccTfbFabrH Iym7 HS P5LPzV97r 4-5-5 8-6-11 4-5-5 4-1-6 3x4 = 8.6-11 3 4 Scale = 1:18.1 LOADING (psf) TCLL 20.0 TCDL 12.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020/TPI2014 CS1. TC 0.75 BC 0.67 WB 0.46 Matrix -MP DEFL. in Vert(LL) 0.05 Vert(CT) -0.05 Horz(CT) -0.01 (loc) Vdefl L/d 6-7 >999 360 6-7 >999 240 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 37 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 31 except end verticals. WEBS 2x4 SP No.3 BOT CHORD 5-7-14 oc bracing. REACTIONS. (size) 1=0-8-0, 6=Mechanical Max Horz 1=455(LC 5) Max Uplift 1=-852(LC 5), 6=942(LC 5) Max Grav 1=607(LC 15), 6=702(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=973/1177, 3-6=-249/365 BOT CHORD 1-7=-1455/986, 6-7=-1455/986 WEBS 2-6=1052/1552 NOTES- 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Comer(3) -0-0-6 to 4-5-4, Exterior(2R) 4-5-4 to 8-6-11; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component.N ,`111111111/ j1� 3) Plates checked for a or 0 degree its plus minus rotation about center. ,�� OQ�Q �i� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • ,�� , , ' G E N ,9 • F ��•, 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 ♦ V will fit between the bottom chord and any other members. No 68182 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) 1=852, 6=942. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 337 lb down and 253 lb up at 4-2-15, 337 lb down and 253 lb up at 4-2-15, and 411 lb down and 381 lb up at 7-0-14, and 411 lb down and 381 lb up at 7-0-14 on top 54 lb down �0 �• .S 1= chord, and and 117 lb up at 1-4-15, 54 lb down and 117 lb up at 1-4-15, 29 lb down and 42 lb up at 4 2-15, 29 lb down and 42 lb up at 4-2-15, and 51 Ito down and 53 lb up at 7-0-14, and 51 lb down and 53 lb up at 7-0-14 on bottom chord. The �� 1. �j T. A,' ' Q;•• design/selection of such connection device(s) is the responsibility of others. N_`�� F� 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). `G N A LOAD CASE(S) Standard ;'�,,,��`, 1O 11111 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Joaquin Velez PE No.68182 Uniform Loads (plf) MTek USA, Inc. FL Cert 6634 Vert: 1-3=64, 3-4=24, 5-8=16 6904 Parke East Blvd. Tampa FL 33610 Date: April 2,2021 e WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Met 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 p /r 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 ANSI?Flr 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 s Truss Type Qty Ply Baron Island StorageT23418409 T J40923 6 DIAGONAL HIP GIRDER 9 1 Job Reference (optional) tast [:oast truss, l-L Fierce, FL - 34y4(i, 5.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 07:39:36 2021 Page 2 ID:tMK13AP75xr _hOVS_Q Hgt3y67gl-FAZAC2fMV0_Gh2sp88ccTfbFabrHlym7HSP5LPzV97r LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 7=-29(F=-14, B=-14) 13=-106(F=-53, B=-53) 14=-108(17=54, B=-54) 15=-69(F=-34, B=-34) ® WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7470 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 oftrusses and truss systems, see ANSbTPII 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 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. 1. Additional stability bracing for truss system, e.g. Apply plates to both sides of truss 1 2 3 diagonal or X-bracing, is always required. See BCSI. and fully embed teeth. TOP CHORDS - 2. Truss bracing must be designed by an engineer. For c1-2 c2-3 wide truss spacing, individual lateral braces themselves WEBS Sz4 4 Op ��� ,A of may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never 2 O U stack materials on inadequately braced trusses. EL " U 4. Provide copies of this truss design to the building Idesigner, erection supervisor, property owner and For 4 x 2 orientation, locate ci-s c6a CS-6 I.- BOTTOM CHORDS all other interested parties. plates 0- 'lid' from outside 5. Cut members to bear tightly against each other. edge of truss. 8 7 6 5 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE locations are regulated by ANSI/TPI 1. required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 7. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI 1. "Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber software or upon request. shall not exceed f9% at time of fabrication. 9. Unless expressly noted, this design is not applicable for PLATE SIZE PRODUCT CODE APPROVALS use with fire retardant, preservative treated, or green lumber. ICC-ES Reports: 10. Camber is a non-structural consideration and is the The first dimension is the plate responsibility of truss fabricator. General practice is to 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 camber for dead load deflection. to slots. Second dimension is the length parallel to slots. ER-3907, ESR-2362, ESR-1397, ESR-3282 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated bysymbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. output. Use T or I bracing if indicated. Lumber design values are in accordance with ANSI/TPI 1 14. Bottom chords require lateral bracing at 10 ft. spacing, section 6.3 These truss designs rely on lumber values or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior Indicates location where bearings approval of an engineer. (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved reaction section indicates joint 17. Install and load vertically unless indicated otherwise. number where bearings occur. Min size shown is for crushing only. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: _ 19. Review all portions of this design (front, back, words ANSI/TPI1: National Design Specification for Metal and pictures) before use. Reviewing pictures alone is not sufficient. Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. ® 20. Design assumes manufacture in accordance with BCSI: Building Component Safety Information, MiTek ANSIIrPI 1 Quality Criteria. Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 21.The design does not take into account any dynamic Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020 or other loads other than those expressly stated. WARNING* ALL BEARING POINTS THIS IS A PLACEMENT PLAN FOR ENGINEERED BRACING: SEE FINAL ENGINEERING SHEETS FOR THE BACK CHARGES WILL NOT BE ACCEPTED UNLESS OUR 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 INSTRUCTIONS ON THE BCSI-B1 SUMMARY SHEETS PLIES AND THE CONNECTION INFORMATION, ALL HANGERS ARE SIMPSON STRONG -TIE OR USP INSTALLING ANY TRUSSES! FAILURE TO EAST COAST TRUSS. 2) PERMANENT BRACING FOR THE STRUCTURE IS HE OUR DESIGN DEPARTMENT MUST APPROVE UNLESS OTHERWISE NOTED. INSTALL HANGERS O SO MAY RESULT IN DAMAGED TRUSSES AND WILL FOR ERECTION AND INSTALLATION OF TRUSSES RESPONSIBILITY OF OTHERS. ALTERATIONS AND/OR REPAIRS TO TRUSSES IN 8,CCORDING TO THE CURRENT SIMPSON STRONG -TIE VOID ALL WARRANTIES. FOLLOW INSTRUCTIONS ON THE BCSI-B1 SUMMARY 3) INSTALL WEB BRACING AS STATED ON SEALED ADVANCE. R USP CATALOG SHEETS AND SEALED ENGINEERED TRUSS DRAWINGS NGINEERING TRUSS DRAWINGS. Z Z J J VL V rCC 192' 0" 36' 0" 48' 01 36' 0" M n it rY N U U CO 00 W 00 O 00 � r O N U N Cl) M N N N w C7 00 U co N N 00 O N V U U U N N O M ca ,r0 M In C9 CD O C9 00 N N N N CO m m CO CO CO 00 CO 0] CO CO M m CO m N N N yv C U N N m CO m co) co. -: CD cO ZCJ1I ZCJ1 ZCJ1 ZCJ3 ZCJ3 ZCJ3 ;N\� ZCJ5 tic - �cti ZCJ5 o ZCJ5 ZEJ6A 5' 10 5/16" N 5 10 5/16 ZEJ6A `- ZEJ6A 5' 10 5/16 ZEJ6 TO FACE TO FACE EJ6 W TO FACE 1- Lu Lu ZEJ6 ZEJ6 15' 0" 6' 0" 15' 0" ZEJ6 U U U U U U U ) U U U U U U U U U U U U U U ZEJ6G THD26-2 t ZEJ6 ' ZEJ6 i V. MV4 ZEJ6 {�,��I I r ; � I �4i ZEJ6 MV2 o ZEJ6 ,III t o ZEJ6 co w o 0) rn `° ZEJ6 o ZEJ6C o U C) U o 0 U U - ZEJ6 ZEJ6D ZEJ6 v ZEJ6D > In > o 0 �00 _ N ZEJ6 � N r ZEJ6D 6' 0" I II 21 0" 21 0" 21 OII C)'F 01 2' 2, 0" 011 2' X2- 6, 0„ 10.1 2' 0" 21 0 1 2'0" 2, 0" 0" 2' 2' 0" 21 10" 0" 2' 0" 2' 0„ 2- 2, 011 2, 0" 0„ 2' 0" 2- 2, 0" 0" 2' 2, 0„ 2, 0" 0" 2' 2' 0„ 21 0 I 0" 2' D11 2' 18" 0" 2, 0" 2' 0" 2' 21 0„ 21 On 2' 0" 2' 0" 2, „ 2, 4 0" ZEJ6A b � ZEJ6B ZCJ5 F� i ZCJ5 ZCJ3 ZCJ3 r; ZCJ1 ' till co 1D p-) 0 L 0 N N N N N N 12' 0" 11 12' 0" 12' 0" 12 0" 121 01 121011 121011 121011 12'0" 36' 0" 1921 0" 6' 0,1 ' Q Q �ti�� N ui N N r- N 11, 12'-0" PLATE HT. HARDWARE: C1J W ZCJ1A: ZCJ1A -HUS26 HANGERS (QTY 6) H Z H ®e D01G Q0 D01 G 15'-0" PLATE HT. ZCJ1A CJ1A N N ,C ti N N KNEEWALL TO 4 -0 N N J J =HJC26 HANGERS (QTY. 9) THD26-2 HANGERS (QTY. 3) Indicates Left End Of Truss On Lout & Engineering Sheets TRUSS PLACEMENT P RECENED JUL 19 2021 St. Lucie County Permbnn 12 5r Hari: -oaf STATE aF` � ENGINEERED. T"i icc cvSTEMS TIMBER ELTppnni inTc EAST COAST TRUSS 5285 ST. LUCIE BLVD. FT. PIERCE, FL 34946 OTT-TCE: (772) 466 2480 FAx 1772)466-5336 USTOMER:Benchmark III Corporation )B NAME: Baron Island Storage DDRESS:9500 South Ocean Dr. ITY/COU NTY: Jensen Beach/Martin JOB # J40923 JOB # MODEL:Buil — D SQ FT 4914 DATE 01/04/21 KATEST=04/01/21 IN ACCORDAN R L ftIDA ADMINISTRATIVE C DE 61GISS-31.003 (3) R), EAST COAST TRUSS is the "Truss Design Engineer" Trnases are deSigned In newrd..ce with the Florida Building Code 0 ITJ NOTE: n By approving this placement plan(s), signatured A anywhere on this sheet, the customer or his representative 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 i drawing. The customer also acknowledges that he/she accepts - financial responsibility for any repair, engineering, and J labor required due to errors other than those of EAST Q COAST TRUSS. Z Signed: Date: LL CODE = FBC 2020/TP12014 ASCE 7-16 DESIGN CRITERIA =C&C OCCUPANCY CATEGORY=11 2 EXPMWFOSPEED j =165 C , VO� BUILDING TYPE =ENCLOSE MEAN HEIGHT: 25.00 U) Cn GRAVITY LOADS J ROOF: DUR FACTOR= 1.25 (n PSF=TCLL-TCDL-BCLL-BCDL W 20.0,12.0,0.0,8.0 () LOADS PER FBC & FRC "NON -CONCURRENT BC LL 10psf CONCURRENT BC STORAGE LL 30 psf W U) DEFINITIONS MWF = MAIN WIND FORCE O C&C = COMPONENTS AND CLADDING f— TOB = TOP OF BEARING W TIC = TOP CHORD BC = BOTTOM CHORD U) LL = LIVE LOAD DL = DEAD LOAD psf = POUNDS PER SQUARE FOOT I— # = POUNDS O z UPLIFT MUST BY-PASS FLOOR TRUSSES UNLESS SHOWN ON ENGINEERED TRUSS DRAWING. O ALL GIRDER/COLUMN LOADS MUST 0 BY-PASS FLOOR TRUSS UNLESS SHOWN ON ENGINEERED TRUSS DRAWING. W6 STRONG BACK BRACING, 10'-0" O.C., IS RECOMMENDED ON FLOOR TRUSSES r1 SPANNING 20'-0" OR MORE LL AUTION: SPANS GREATER THAN 30'-0" O UST BE SET WITH A SPREADER BAR. THE PREADER BAR SHOULD BE AT LEAST 1/2 � J '3 IN LENGTH AS THE SPAN OF THE TRUSS Q\ EING SET. / EFER TO BCI-B1 FOR COMPLETE o RECTION AND SAFETY PROCEDURES. 0 ALL BEAMS BY BUILDER n NOTE: TRUSSES DO NOT SUPPORT ANY PLANT SHELVES 1. 3-22-2021 Revise Loading SB I(V 2. 4-1-2021 Revise Dbl. Truss To Single Truss 4— Over Unit Separation Wall SB O 4- 5- 6- (1/4" if plotted 2436) . Designed By: SB W Z H J V Q C W Z H J V I-- Q El WARNING* ALL BEARING POINTS THIS IS A PLACEMENT PLAN FOR ENGINEERED BRACING: SEE FINAL ENGINEERING SHEETS FOR THE BA K CHARGES WILL NOT BE ACCEPTED UNLESS OUR 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 NSTRUCTIONS ON THE BCSI-B1 SUMMARY SHEETS PLIES AND THE CONNECTION INFORMATION. ALL HANGERS ARE SIMPSON STRONG -TIE OR USP NSTALLI NG ANY TRUSSES! FAILURE TO EAST COAST TRUSS. 2) PERMANENT BRACING FOR THE STRUCTURE IS HE OUR DESIGN DEPARTMENT MUST APPROVE LINLESS OTHERWISE NOTED. INSTALL HANGERS O SO MAY RESULT IN DAMAGED TRUSSES AND WILL FOR ERECTION AND INSTALLATION OF TRUSSES RESPONSIBILITY OF OTHERS. ALTERATIONS AND/OR REPAIRS TO TRUSSES IN ACCORDING TO THE CURRENT SIMPSON STRONG -TIE OID ALL WARRANTIES. FOLLOW INSTRUCTIONS ON THE BCSI-B1 SUMMARY 3) INSTALL WEB BRACING AS STATED ON SEALED ADVANCE. OR USP CATALOG SHEETS AND SEALED ENGINEERED TRUSS DRAWINGS NGINEERING TRUSS DRAWINGS. 36' 0" 48' 0" 24' 0" 11 N LuLu (7 00 O to (9 Lo m -� Cp cm to (9 1` co (D O 00 O (9 N V 1s) Cr) U CUm o m m m mm mnN Z` CJ1 m m mm ZCJ1 ZCJ1' ZCJ3 ZCJ3 ZCJ3 o ,oti CJ5 o ZCJ5 y�c CJ5 �ti __ `- 0 EJ6A 0 ZEJ6A 5' 10 3/8" EJ6A 5' 10 5/16"; 5' 10 5/16" TO FACE EJ6 UJ' Lu Lu ZEJ6 TO FACE TO FACE '- ZEJ6 THD26-2 ZEJ6G 0 U IT I I It 0 0 o o 0 0 o CD 0 0 U U U U U U U U U U 0 0 0 0 0 o - o. o U U o o ZEJ6G THDzs-z U U U U U U U U EJ6 N U) O O 100 1C) ZEJ6 MV4 MV4 MV2 MV2 Lu ZEJ6 0 �0 0 U 0 mo U UX U 00 U U o CD U U ZEJ6 0 0 ZEJ6 EJ6 0 0 EJ6 O _N.. 1,8"12'0" ZEJ6 2' [t = 2t Ott 2, Ott 2' 0 , 2, 0„ 2t 0„ 2, 0,1 2, 0,[ 2, 0" 11 8 2, 0„ 2 Ol, 2' 0 2[ Otl 21 Ol, 2, 0„ 2, 0„ 2' 0, 21 01[ 2, 0" 2, 011 21 01 21 01, 21 011 21 011 21 0, 2, 0" 2, 01 2, 0" 21 011 21 011 210, 2' Ott 2' 0„ 2'0" 12'0"_1l70"J12'0"]12'0" 21 0"21 II 61 0" §� i t o ✓c ZEJ6A ZCJ5 ZCJ3 ZCJ1 Lo M �ti N N N 121 Oil 12' 0" 12t 0D 12' 0" 12' OD 12' 0" 12' 0" 121 0" 156' 011 12'-0" PLATE HT. HARDWARE: Z Z XV =HUS26 HANGERS (QTY. 6) =PLATE =HJC26 HANGERS(QTY. 9) =TH026-2 HANGERS (QTY. 3) KNEEWALL TO 24'-0„ Indicates Let End Of Truss On Layout & Engineerina Sheets 21 12 5 r- In ENGINEERED TIMBER TRUSS SYSTEMS PRODUCTS N O 5CT N EASE' COAST 'TRUSS N 5285 SF. LUCIE BLVD. FT. PIERCE, FL 34946 OFFICE (772) 466-2480 FAX; (772)466-5336 in 1..1. TOMER:Benchmark III Corporation NAME: Baron Island Storage RESS:9500 South Ocean Dr. /COUNTY:Jensen Beach/Martin JOB # J40923 JOB # MODEL:Building D SQ FT 4914 DATE 01/04/21 LATEST=04/01/21 61G15S-31.003 (3) (e), EAST COAST TRUSS R the "Tans Dui,. Engineer" Trmse, are designed in ar.,,h nee with the Florida Building Code NOTE: n By approving this placement plan(s), signatured A anywhere on this sheet, the customer or his 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 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 Q COAST TRUSS. Z Signed: Date: LL 0 LIJ CODE = FBC 2020/TP12014 ASCE 7-16 DESIGN CRITERIA =C&C CC OCCUPANCY CATEGORY= II G EXPOSURE = p Q MWF SPEED =165 BUILDING TYPE =ENCLOSED MEAN HEIGHT: 25.00 CO GRAVITY LOADS W J Z Z) ROOF: DUR FACTOR= 1.25 U) PSF=TCLL-TCDL-BCLL-BCDL W 20.0,12.0,0.0,8.0 (n LOADS PER FBC & FRC *NON -CONCURRENT BC LL 10psf CONCURRENT BC STORAGE LL 30 psf I-- W (1) DEFINITIONS MWF = MAIN WIND FORCE 0 C&C =COMPONENTS AND CLADDING I— TOB = TOP OF BEARING W TIC = TOP CHORD BC = BOTTOM CHORD (n LL = LIVE LOAD DL = DEAD LOAD psf = POUNDS PER SQUARE FOOT f— # =POUNDS O Z UPLIFT MUST BY-PASS FLOOR TRUSSES UNLESS SHOWN ON ENGINEERED TRUSS DRAWING. O ALL GIRDER/COLUMN LOADS MUST 0 BY-PASS FLOOR TRUSS UNLESS SHOWN ON ENGINEERED TRUSS DRAWING. X6 STRONG BACK BRACING, 10'-O" O.C., IS RECOMMENDED ON FLOOR TRUSSES ^ SPANNING 20'-O" OR MORE LL O 4UTION: SPANS GREATER THAN 30'-0" UST BE SET WITH A SPREADER BAR. THE DREADER BAR SHOULD BE AT LEAST 1/2 J 3 IN LENGTH AS THE SPAN OF THE TRUSS Q SING SET. \ / EFER TO BCI-B1 FOR COMPLETE O RECTION AND SAFETY PROCEDURES. 0 ALL BEAMS BY BUILDER ry NOTE: TRUSSES DO NOT SUPPORT ANY PLANT SHELVES 1. 3-22-2021 Revise Loading SIB IN 2. 4-1-2021 Revise Dbl. Truss To Single Truss 4- Over Unit Separation Wall SIB O 4- N 5- 6- 0) 0- TRUSS PLACEMENT PLAN (1/4" if plotted 24x36) . Designed By: SIB