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HomeMy WebLinkAboutRevisions; Shop Truss DrawingOFFICE USE ONLY: DATE FILED: REVISION FEE: PERMIT # 2- O ( 0 O 2(o`] RECEIPT # PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DIVISION 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982-5652 (772) 462-1553 APPLICATION FOR BUILDING PERMI&&S "+ L ��� PROJECT INFORMATION 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 07117118 STATE: ST. LUCIE CO CERT. #: 25620 ZIP: 34994 FAX: (772) 237-3757 I �V FAX: ZIP: ZIP: ..STRUCTURAL SUBMITTAL EVALUATION:' NOEXCEf?TIONS NOTED ,.. REVIEWED NO CORRECTIONS NOTED. 0 EXCEPTIONS AS.N0TED....... MAKE CORRECTION.$ AS NOTED. NO RESUBM11TAL REQUIRED. . REVISE AND RESUBMT .:....:.. MAKE CORRECTIONS AS NOTED &:RESUBMIT - - DOCUMENTS: FOR REVIEW..:: a: CONTRACTOR APPROVAL -------- SUBMfiTAL SHALL BE'REVIMIED AND STAMPED . .AS APPROVED, 6Y"I'H1= CONTRAGTOR. :. PE SEALAND SIGNATURE:.._:.__ SIGN AN D:SEAL.ENGINEERING:SUBMITTAL AS REQUIRED BY'CONTRACT DOCUMENTS : NCB REVIE ................. .. SUBMITTAL RETURNED WITHOUT BRS REVIEW u m s are. only reviewdr .genera con ormartce ern the esrpn intent of .t StructumV.:.: . Construon Documents. FQr delegate! 1 specialty eigineering submittals`, no detailed check of " .calculations is, made:. BRS does not warrant or represent 4t.''the information: contained in submittals. is eiffter accurate .or complete: oThe Generat Contractor I Construction Main' u solel .res;ponscble for- tonfimtirig adi uanUties, d,niensians, details, means 'and rnelhods of yy conslruttie�h, raaPd�nating w�griz vtith;ater trades, and for,asscrnhg 'that. work �s, performed m a s fo and satisfactory rrtanner. Notes rats subn ittais dci not corssfAule a change order. . or directtve� etor i Consiruction Manager from the obligationto comply - aum#h the CQnsrt�reiu ami st lib n e' fGs�or any other �ppGeahlA codes a iiilor regulations; all of:*hscii�y BOB RUDE `STRUCTURES. INC., FT: MVERS, FL:(239) 277-Ml 05-10-2:1 :.:..:. GBR. . REVIEt XD BY: :DATE:- .:::... .. ..... .::.. ® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RECEIVED RE: J40921 - Baron Island Storage JUL 19 2021 MiTek USA, Inc. 6904 Parke East Blvd. Site Information: St. Lucie Gouhty Tragail- 33610-4115 Customer Info: Benchmark III Corp Pr6j ne: Baron Island Storage Model: BuiI g Lot/Block: - Subdivision: - Address: 9500 South Ocean Dr., - City: Jensen Beach State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2020/TP12014 Design Program: MiTek 20/20 8.4 Wind Code: ASCE 7-16 Wind Speed: 165 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 29 individual, Truss Design Drawings and 0 Additional Drawings. VVith my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. ' No. Seal# Truss Name Date 1 T23417167 A01 4/2/21 2 T23417168 A03GE 4/2/21 3 T23417169 A04 4/2/21 4 T23417170 A05 4/2/21 5 T23417171 A06 4/2/21 6 T23417172 A07GE 4/2/21 7 T23417173 A08 4/2/21 8 T23417174 A09 4/2/21 9 T23417175 A10G . 4/2/21 10 T23417176 All 4/2/21 11 T23417177 Al2G 4/2/21 12 T23417178 A13 4/2/21 13 T23417179 A14 4/2/21 14 T23417180 A15GE 4/2/21 15 T23417181 A16 4/2/21 16 T23417182 A17G 4/2/21 17 T23417183 A18 4/2/21 18 T23417184 MV2 4/2/21 19 T23417185 MV4 4/2/21 20 T23417186 ZCJ 1 4/2/21 21 T23417187 ZCJ3 4/2/21 22 T23417188 ZCJ5 4/2/21 No. Seal# Truss Name Date 23 T23417189 ZEJ6 4/2/21 24 T23417190 ZEJ6A 4/2/21 25 T23417191 ZEJ6G 4/2/21 26 T23417192 ZEJ7 4/2/21 27 T23417193 ZEJ7A 4/2/21 28 T23417194 ZHJ6 4/2/21 29 T23417195 ZHJ7 4/2/21 The truss drawing(s) referenced above have been .prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Lee, Julius My license renewal date for the state of Florida is February 28, 2023. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. �.�G E N •.c��'•. 0 0 34 jr STATE OF .:�44/Z. X, s,fill it ON 4ullus Lee PE _No.34869 MiTek USA, Inc. FL Ceit 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 2,2021 Lee, Julius 1 of 1 MAY 7, 2019 LATERAL TOE -NAIL DETAIL MII-TOENAIL_SP MiTek USA, Inc. Page 1 of 1 LJLJ NOTES: 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. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. MiTek USA, Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. YMME A hllTek Affiliate THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW OE -NAIL SINGLE SHEAR VALUES PER NDS 2018 (lb/nail) DIAM. SP DF HF SPF SPF-S 0 .131 88.0 80.6 69.9 68.4 59.7 p .135 93.5 85.6 74.2 72.6 63.4 io .162 108.8 99.6 86.4 84.5 73.8 6 z .128 74.2 67.9 58.9 57.6 50.3 2 .131 75.9 69.5 60.3 59.0 51.1 N 148 81.4 74.5 64.6 63.2 52.5 ri VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d (0.162" X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) = 291.5 lb Maximum Capacity ANGLE MAY VARY FROM 30 ° TO 60 ° 45.00 ° ANGLE MAY VARY FROM 30 ° TO 60 ° VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE 45.00 ° SIDE VIEW (2x3) 2 NAILS NEARSIDE NEAR SIDE SIDE VIEW (2x6) 4 NAILS NEARSIDE NEAR SIDE NEAR SIDE NEAR SIDE Job Truss Truss Type Qty Ply Baron Island Storage ' T23417167 J40921 A01 COMMON 9 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL-34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 05:51:34 2021 Page 1 ID:lg7OUf 28U8eWY8ncKNVK7y619f-18uindC000K 1vK1QoJZmk7XgfWsZFA11zD4r6zVAj7 5-8-2 10-10-12 16 1-5 20-2-13 24 4-5 29�-14 34- _ 40.5-10 5 8-2 5-2-9 5-2-9 4-1 8 4-1 8 5-2-9 5-2-9 58 2 c� 6 Scale = 1:68.4 5x5 = 5.00 F12 u Io 15 <O — 14 w is 3x4 = 5x6 WB = 3x8 = 3x8 = 5x6 WB = 3x4 = 3x6 = 3x6 = 0-$,13 84-1 16-1-5 24-4-5 32-1-9 40-2-13 40-Pr10 0- -13 8-1 4 7-9 4 8-3-0 7-9-0 8-1-4 0- 213 Plate Offsets (X,Y)— [3:0-3-0,Edge), [9:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.38 14-15 >999 360 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.66 14-15 >736 240 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.16 11 n/a n/a BCDL 8.0 Code FBC2020/TPI2014 Matrix -MS Weight: 220 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-3-1 oc puffins. BOT CHORD 2x4 SP No.1 BOT CHORD 4-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 6-14, 6-15 OTHERS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 11=0-8-0 Max Horz 1=26(LC 5) Max Uplift 1=-1131(LC 4), 11=1131(LC 5) Max Grav 1=2301(LC 9), 11=2301(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5040/2478, 24=4734/2328, 4-5=3764/1950, 5-6=3811/2117, 6-7=3811/2117, 7-8=-3764/1950, 8-10=-4734/2328, 10-11=-5040/2478 BOT CHORD 1-17=-2148/4569, 15-17=-1775/3940, 14-15=-1041/2642, 12-14=1756/3940, 11-12=-2162/4569 WEBS 6-14=-783/1440, 7-14=405/427, 8-14=901/551, 8-12=2141600, 10-12=-451/401, 6-15=-783/1440, 5-15=405/427, 4-15=901/551, 4-17=214/600, 2-17=-451/401 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=17ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2E) -0-0-7 to 4-0-3, Interior(1) 4-0-3 to 20-2-13, Exterior(2R) 20-2-13 to 24-4-5, Interior(1) 24-4-5 to 40-6-1; 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) 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, with BCDL = 8.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1131 lb uplift at joint 1 and 1131 lb uplift at joint 11. �/IIIIIII//I n• No 34869n••' Julius Lee PE No.34869 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 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 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 buss systems, see ANSI?P11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf. MO 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Baron Island Storage T23417168 J40921 A03GE GABLE 3 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 05:51:37 2021 Page 1 10:lg70Uf 28U8eWY8ncKNVK7y6l9f-SjZrPeFIJLiZuN2c5xtGOM124tYZmcwURxSkSRzVAj4 5-82 1%121_2 111-5 20-2-13 24-4-5 2.26-14 34-9-8 40-5-10 5 8 2 5-2-9 5-2-9 4-1 8 4-1 8 5 8 2 3x6 = 5x5 = 5.00 12 17 1O 15 °J O4 ( 14 " 12 3x4 = 5x6 WB = 3x8 = 3x8 = 5x6 WB = 3x4 = 3x4 I Scale = 1:68.4 11 I� d 3x6 = LOADING (psi) 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 FBC2020rrP12014 CSI. TC 0.65 BC 0.80 WB 0.84 Matrix -MS DEFL. in '([cc) Vdefl Lid Vert(LL) -0.38 14-15 >999 360 Vert(CT) -0.66 14-15 >736 240 Horz(CT) 0.16 11 n/a n/a PLATES GRIP MT20 244/190 Weight: 379 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-3-1 cc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD 4-0-0 cc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14, 6-15 OTHERS 2x4 SP No.3 *Except* 16-16,13-13: 2x4 SP No.2 REACTIONS. (size) 1=0-8-0, 11=0-8-0 Max Horz 1=26(LC 5) Max Uplift 1=-1131(LC 4), 11=1131(LC 5) Max Grav 1=2301(LC 9), 11=2301(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=5040/2478, 2-4=-4734/2328, 4-5=3764/1950, 5-6=3811/2117, 6-7=3811/2117, 7-8=-3764/1950, 8-1 0=-4734/2328, 10-11 =-5040/2478 BOTCHORD 1-17=-2148/4569, 15-17=-1775/3940, 14-15=-1041/2642, 12-14=1756/3940, ` 11-12=-2162/4569 WEBS 6-14=-783/1440, 7-14=-405/427, 8-14=901/551, 8-12=214/600, 10-12=-451/401, 6-15=-783/1440, 5-15=-405/427, 4-15=901 /551, 4-17=214/600, 2-17=-451 /401 NOTES- ,��,"Ooys Lj���I��, 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=17ft; Cat. 11; Exp D; Encl., '• '�C' E N S' 4S' gust) ��� ; •' �� GCpi=0.18; C-C Exterior(2E) -0-0-7 to 4-0-3, Interior(1) 4-0-3 to 20-2-13, Exterior(2R) 20-2-13 to 24-4-5, Interior(1) 24-4-5 to 40-6-1; �� �' cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 34869 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific = .� to the use of this truss component. •• �� 5) All plates are 2x4 MT20 unless otherwise indicated. ��� 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) Gable studs spaced at 1-4-0 cc. �iOi(�• • • 1P ' Q 0 N R � • �' •� 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Thislive load 20.Opsf thein 3-6-6 tall by 2-0-0 I • * • •' �j�,�0 N A` of on chordall areas where a rectangle wide w Ilit between the bottom chord and other members, BCDL 8 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1131 lb uplift at joint 1 and 1131 lb Julius Lee PE No.34869 uplift at joint 11. MiTek USA, Inc. FL Cert 6634 6904 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. 5/19/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and 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 SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply Baron Island Storage T23417169 J40921 A04 Hip 2 1 Job Reference (optional East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 Ob:b1:38 2U21 rage 1 ID:lg7OUf 28U8eWY8ncKNVK7y6l9f-wv7Dc Fx4fgPmdofeOVwalBgHrkV95dgbBl_tzVAj3 6 4 6 12-3' 18-2-1 22-3 9 212� 34-1 4 40-5-10 6-4-6 5-10-13 5-10-13 4-1-8 5-10-13 5-10-13 6-4-6 5x5 = 5x8 = 11 1., - 14 13 ,< — I 3x4 = 3x6 = 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.1 WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 10=0-8-0 Max Horz 1=12(LC 5) Max Uplift 1=-1136(LC 4), 10=1136(LC 5) Max Grav 1=2305(LC 9), 10=2305(LC 9) 4x8 M18SHS = 3x8 = 3x4 = 4x8 M18SHS = 3x4 = Scale = 1:70.0 10 1V d 3x6 = CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.78 Vert(LL) -0.3911-13 >999 360 MT20 244/190 BC 0.93 Vert(CT) -0.6911-13 >704 240 M18SHS 2441190 WB 0.46 Horz(CT) 0.17 10 n/a n/a Matrix -MS Weight: 211 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD- 4-0-0 oc bracing. WEBS 1 Row at midpt 4-14, 6-14, 7-13 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5009/2463, 24=4661/2297, 4-5=3440/1853, 5-6=3157/1800, 6-7=3439/1852, 7-9=-4662/2297,9-10=-5010/2463 BOT CHORD 1-16=-2151/4535, 14-16=-1735/3768, 13-14=-1206/2950, 11-13=1723/3768, 10-11=-2139/4535 WEBS 2-16=-520/453, 4-16=-244/766,4-14=-1100/692,5-14=405/923, 6-13=-396/922, 7-13=-11031693, 7-11=-244/767, 9-11=519/453 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=17ft; Cat. Il; Exp D; Encl., GCpi=0.18; C-C Exterior(2E) -0-0-7 to 4-0-3, Interior(1) 4-0-3 to 18-2-1, Exterior(2E) 18-2-1 to 22-3-9, Exterior(2R) 22-3-9 to 28-2-6, Interior(1) 28-2-6 to 40-6-1; 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) All plates are MT20 plates unless otherwise indicated. 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, with BCDL = 8.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1136 lb uplift at joint 1 and 1136 lb uplift at joint 10. IS E Ns' ice. • 34869 i ; •Cc= NAL Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 604 6904 Parke East Blvd. Tampa FL 33610 Date; April 2,2021 ®WARNING - Venfy design parametersand 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 Val building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP/1 Quality Criterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Baron Island Storage T23417170 J40921 A05 Hip 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 05:51:39 2021 Page 1 ID:lg7OUf 28U8eWY8ncKNVK7y6l9f-05hbgKGZgzyG7gC_CMvkTngNkgDXEVKnvFxrXKzVAj2 5 8 6 10.11 4 16-2-1 20-2-13 24 3-9 29-6.6 34-9-0 40.5-10 5 8 6 5-2-13 5-2-13 4-0-12 4-0-12 5-2-13 5-2-13 5x5 = 5x5 = 3x4 = 5 26 6 27 7 I 10 15 ou JI 14 IJ 1z 3x4 = 3x6 = 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.1 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 11=0-8-0 Max Harz 1=11(LC 5) Max Uplift 1=-1144(LC 4). 11=1144(LC 5) Max Grav 1=2293(LC 9). 11=2293(LC 9) 5x6 WB = 3x8 = 3x8 = 5x6 WB = 3x4 = 40-2-13 Scale = 1:70.0 3x6 = CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TC 0.71 Vert(LL)-0.3414-15 >999 360 MT20 244/190 BC 0.83 Vert(CT)-0.6014-15 >814 240 WB 0.91 Horz(CT) 0.17 11 n/a n/a Matrix -MS Weight: 215 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-15 oc purlins. BOT CHORD 4-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-5021/2508, 2-4=-4720/2368, 4-5=3708/1980, 5-6=3413/1910, 6-7=3413/1910, 7-8=-3708/1980, 8-10=-4720/2368, 10-11=-5021/2508 BOT CHORD 1-17=-2204/4551, 15-17=1849/3917, 14-15=1461/3326, 12-14=1838/3917, 11-12=-2194/4551 WEBS 2-17=446/398, 4-17=-213/614, 4-15=938/622, 5-15=-470/1059, 6-15=-314/195, 6-14=-314/195, 7-14=470/1059, 8-14=938/622, 8-12=213/614, 10-12=446/398 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=17ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2E) -0-0-7 to 4-0-3, Interior(1) 4-0-3 to 16-2-1, Exterior(2R) 16-2-1 to 21-10-13, Interior(1) 21-10-13 to 24-3-9, Exteriar(2R) 24-3-9 to 30-0-5, Interior(1) 30-0-5 to 40-6-1; 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, with BCDL = 8.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1144 lb uplift at joint 1 and 1144 Ib,uplift at joint 11. ,111111111/j..44f,us `♦�.� ,.vG E Ng�., i� 34869 • J4 0 R I ONAI.j1` 10 Julius Lee PE No.34869 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 property incorporate this design into the overall ■■�.YY 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-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 T23417171 J40921 A06 Hip 2 1 Job Reference (optional)• East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 05:51:39 2021 Page 1 ID:Ig70Uf 28U8eWY8ncKNVK7y619f-05hbgKGZgzyG7gC_CMvkTngLBgC6EelnvFxrXKzVAj2 7-3 13 14-2-1 20-2-13 26-3-9 33 1-13 40-5-10 7-3-13 6-10-0 6 0 12 6 0-12 6-10-0 7-3 13 5x8 = 2x4 11 5x8 = 4 2122 5 Scale = 1:68.8 12 11 10 9 8 3x6 = 2x4 II 5x6 = 3x8 = 5x6 = 2x4 II 3x6 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 0.87 BC 0.86 WB 0.37 Matrix -MS DEFL. in Vert(LL) 0.32 Vert(CT) -0.47 Horz(CT) 0.17 (loc) I/deft 10 >999 9-10 >999 7 n/a Lid 360 240 n/a - PLATES GRIP MT20 244/1'90 Weight: 204 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.1 'Except* WEBS 1 Row at midpt 2-11, 6-9 9-11: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 7=0-8-0 Max Horz 1=11(LC 5) Max Uplift 1=1143(LC 4), 7=1143(LC 5) Max Grav 1=1965(LC 9), 7=1965(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4262/2454, 2-3=-3446/2072, 3-4=-3437/2176, 4-5=3437/2176, 5-6=3446/2072, 6-7=-4262/2454 BOTCHORD 1-12=2148/3833, 11-12=-2148/3833, 10-11=-1541/2963.9-10=153012963, 8-9=-2137/3833, 7-8=-2137/3833 WEBS 2-11=-944/664, 3-11=-227/514, 3-10=274/519, 4-10=-530/428, 5-10=-274/519, 5-9=-227/514, 6-9=944/664 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=17ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2E) -0-0-7 to 4-0-3, Interior(1) 4-0-3 to 14-2-1, Exterior(2R) 14-2-1 to 19-10-13, Interior(1) 19-10-13 to 26-3-9, Exterior(21R) 26-3-9 to 32-0-5, Interior(1) 32-0-5 to 40-6-1; 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 1143 lb uplift at joint 1 and 1143 lb uplift at joint 7. 34869 • f1/11111H� Julius Lee PE No.34869 MiTek USA, Inc. FL cert 6634 6904 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. 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 p �� building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing IYriTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Baron Island Storage T23417172 J40921 A07GE GABLE 2 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 05:51:42 20Z1 Page 1 ID:lg7OUf 28U89WY8ncKNVK7y6l9f-ogNkSMIR7uKr 8xZuUTR5QSvruFnRvWDbD9V7fzVAj? 6-3-13 12-2-1 17-6-9 22-11-1 28-3-9 , 34-1-13 40.5-10 , 6-3-13 5-10� 5-4-8 5-4-8 5-4-8 5.10.4 6-3-13 ' song 3x6 = 5x5 = 3x4 I I 6x8 = 3x4 = 4x6 = 483 5 684 5x5 = 7 17 16 14 13 11 10 5x6 WB = 3x8 = 3x4 = 28-3-9 3x8 = 5x6 WB = Scale = 1:68.8 3x6 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.40 14 >999 360 MT20 2441190 TCDL 12.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.62 14-16 >789 240 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(CT) 0.20 9 n/a n/a BCDL 8.0 Code FBC2020/TPI2014 Matrix -AS Weight: 334 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 Rigid ceiling directly applied. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 *Except* 15-15,12-12: 2x4 SP No.2 REACTIONS. (size) 1=0-8-0, 9=0-8-0 Max Horz 1=11(LC 5) Max Uplift 1=-1143(l-C 4), 9=1143(LC 5) Max Gram 1=1985(LC 9),9=1965(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4304/2477, 2-3=-3643/2159, 3-4=3360/2088, 4-6=3892/2365, 6-7=3356/2092, 7-8=-3638/2162, 8-9=-4306/2476 BOT CHORD 1-17=-2184/3880, 16-17=-2184/3880, 14-16=-1984/3723, 13-14=1989/3734, 11-13=-1989/3734, 10-11=-2171/3881, 9-10=-2171/3881 WEBS 2-16=-751/558, 3-16=-469/937,4-16=705/451, 6-11=-724/436, 7-11=-469/935, 8-11=-757/553 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=17ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2E) -0-0-7 to 4-0-3, Interior(1) 4-0-3 to 12-2-1, Exterior(2R) 12-2-1 to 17-10-13, Interior(1) 17-10-13 to 28-3-9, Extedor(2R) 28-3-9 to 34-1-13, Interior(1) 34-1-13 to 40-6-1; 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 speck to the use of this truss component. 5) Provide adequate drainage to prevent water ponding. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) 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 1143 lb uplift at joint 1 and 1143 lb uplift at joint 9. 12) This truss design requires that a minimum of 7/16" structural woad sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. )OUS' LF It No 34869 i s••� . �• Julius Lee PE No.34869 Mrrek USA, Inc. FL Cert 6634 6904 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 MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall I A� 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 ANSUrP11 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 T23417173 J40921 A08 Hip 2 1 Job Reference o tional east %,oast truss, rt. rlerce, r-L - 0-IU40, o .. a wrei — —4. .... , ". _F. U. ID: lg70Uf 28U8eWYBncKNVK7y6l9f-ogNkSMIR7uKr BxZuUTR5QSwluDcRubDbD9V7f7VAj7 5-3-13 10-2-1 16-11-2 23 6-8 30-3-9 35-1-13 40.5-10 5-3-13 4-10 4 6-9-1 6-75 6 9-1 4-10� 5-3 13 Scale = 1:68.8 3x4 = 5x8 = 2x4 II 4x6 = 5x8 = 5.00 12 3 26 4 5 6 27 7 3x4 - 3x4 2 2 8 28 24 zezm 29 1 , 0 LJ LleI 17 16 15 14 3x6 = 2x4 II 3x4 = 4x6 = 3x8 = 23-M 13 12 11 10 3x4 = 4x6 = 3x4 = 2x4 II 3x6 = 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 0.62 BC 0.93 WB 0.81 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) Udefl 0.42 13-14 , >999 -0.62 13-14 >785 0.18 9 n/a Lid 360 240 n/a PLATES GRIP MT20 244/190 Weight: 203 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-7-4 oc.purlins. 3-5,5-7: 2x4 SP M 31 BOT CHORD 4-0-0 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 9=0-8-0 Max Horz 1=11(LC 5) Max Uplift 1=-1142(LC 4), 9=1142(LC 5) Max Grav 1=1965(LC 9), 9=1965(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 4345/2490, 2-3=-3852/2261, 3-4=4583/2732, 4-6=4583/2732, 6-7=-4583/2732, 7-8=3852/2261, 8-9=-4345/2490 BOT CHORD 1-17=-2208/3928, 16-17=-2208/3928, 14-16=-1809/3431, 13-14=2394/4469, 11-13=-1812/3431,10-11=2197/3928,9-10=-2197/3928 WEBS 2-16=-561/445, 3-16=-144/359, 3-14=692/1235, 4-14=567/463, 6-13=-567/442, 7-13=-693/1235, 7-11 =-1 43/359, 8-11=561/446 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=17ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2E) -0-0-7 to 4-0-3, Interior(1) 4-0-3 to 10-2-1, Exterior(2R) 10-2-1 to 15-10-13, Interior(1) 15-10-13 to 30-3-9, Exterior(2R) 30-3-9 to 36-0-5, Interior(1) 36-0-5 to 40-6-1; 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 1142 lb uplift at joint 1 and 1142 lb uplift at joint 9. WA t"IIIIIIIII����, 34869 •••o f' p0;<%. P •:�<v�: ONp1.E?��`� �/IIIIIIIIII� Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East'Bivd. 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 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into theoverall 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 ANSLTP11 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 T23417174 J40921 A09 Hip 1 1 Job Reference o tional east L oast I russ, rt. rlerce, rL - awavo, �raye ID:lg7OUf 28U8eWY8ncKNVK7y619f-Gtx6fiJ3uBSICNNRB_gdd70UIfmAKdMgtv3g5zVAj_ 4-3-13 8-2-1 14-3-5 20-2-13 26-2-5 32-3-9 36-1-13 40-5-10 4 3-13 3-10-4 6-1� 5-11 8 5-11-8 6-1� 3-10 4 4-3 13 Scale = 1:68.8 5.00 FIT 5x8 = 3x4 = 2x4 II 4x6 = 3x4 = 5x8 = 3 425 5 6 726 8 2x4 2x4 2 9 24 27 1EEE BE 17 16 15 3x6 = 3x4 = 4x8 M18SHS = 3x4 = 14 13 12 11 3x8 = 3x4 = 3x4 = 4x8 M18SHS = 32-3-9 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Ud PLATES TCLL 20.0 Plate Grip DOL 1.25 TIC 0.91 Vert(LL) 0.55 14 >883 360 MT20 TCDL 12.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.80 14 >606 240 M18SHS BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.16 10 n/a n/a BCDL 8.0 Code FBC2020/TPI2014 Matrix -MS Weight: 199lb LUMBER- BRACING - TOP CHORD 2x4 SP No.2 "Except' TOP CHORD Structural wood sheathing directly applied. 3-6,6-8: 2x4 SP No.1 BOT CHORD 4-0-0 oc bracing. BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 10=0-8-0 Max Horz 1=10(LC 5) Max Uplift 1=-1143(LC 4), 10=1143(LC 5) Max Grav 1=1965(LC 9), 10=1965(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD , 1-2=-4379/2559, 2-3=-4053/2344, 3-4=5282/3085, 4-5=5749/3283, 5-7=5749/3283, 7-8=-5282/3085, 8-9=-4053/2344, 9-10=-4379/2559 BOT CHORD 1-1 7=2266/3968,16-17=-1934/3647, 14-16=2798/5189, 12-14=2808/5189, 11-12=-1944/3647, 10-11=2256/3968 WEBS 2-17=-362/387, 3-17=-78/311, 3-16=-997/1782, 4-16=-799/550, 4-14=-294/543, 5-14=-460/329, 7-14=-294/543, 7-12=799/550, 8-12=-997/1782, 8-11 =-78/31 1, 9-11=-362/387 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=17ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2E) -0-0-7 to 4-1-8, Interior(1) 4-1-8 to 8-2-1, Exterior(2R) 8-2-1 to 13-10-13, Interior(1) 13-10-13 to 32-3-9, Exterior(2R) 32-3-9 to 38-0-5, Interior(1) 38-0-5 to 40-6-1; 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) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 pelf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1143 lb uplift at joint 1 and 1143 lb uplift at joint 10. u 3x6 = GRIP 244/190 244/190 FT=0% ......... F 4I dO No 34869 4 �0 R I /ONAI-E���`� 111tilli Julius Lee PE No.34869 MITek USA, Inc. FL Cert 6634 6904 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 MII-7473 rev. 5119t202O BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek' 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 T23417175 J40921 A10G Hip Girder 1 n L Job Reference (optional) rasa uoasr I ruse, rt. rlerce, ru - s Vq% � F, � tee= ID:lg7OUf 28U8eW ncKNVK7y619f- O um7RLXGjHpgHg11901kQiBK2uVsRg7RKa?WzVAiq i 3-16 6-1-3 10.10.14 15-6-14 20.2-13 24-10-13 29-6-12 , 34-4_1 37-2-4 4M-10 , 3.3-6 2-9.13 49-12 4-7-15 4-e-0 4&0 4-&0 4.9.12 r 2-9-13 3.3.6 ' Special 6x10 M18SHS = Special Special Special 2x4 11 Special Special Special Special Special 5.00 FIT 4x4 = 4x4 = 5x8 M18SHS = 4x4 = 4x4 = Special Special Special Special 3x4 3 32 33 4 34 35 36 5 37 38 6 7 398 40 41 9 42 43 44 Scale = 1:68.2 6x10 M18SHS = 10 3x4 C 23 22 47 48 21 49 20 1950 51 18 52 5317 16 54 15 55 56 14 13 4x8 = 2x4 II 4x4 = Special 4x6 = 4x8 Ml8SHS = Special 4x8 = Special 4x4 = Special 4x6 = Special 4x4 = 2x4 11 4x8 = HJC26 Special Special Special4x4 = Special 4x8 M18SHS = Special HJC26 Special Special Special 3-0-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.96 Vert(LL) 1.26 18 >386 360 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.99 18 >490 240 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.80 Horz(CT) -0.20 12 file n/a BCDL 8.0 Code FBC2020rTP12014 Matrix -MS Weight: 514 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. 3-7,7-10: 2x6 SP DSS BOT CHORD 4-0-0 oc bracing. SOT CHORD 2x6 SP DSS WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 12=0-8-0 Max Horz 1=12(LC 16) Max Uplift 1=3932(LC 4), 12=3930(1_C 5) Max Grav 1=4288(LC 19), 12=4286(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-10058/9312, 2-3=-10436/9795, 3-4=-14370/13516, 4-5=17003115927, 5-6=-17848/16691, 6-B=-17848/16691, 8-9=-16993/15909, 9-10=14364/13506, 10-11=-10432/9788, 11-12=10054/9306 BOT CHORD 1-23=8494/9219, 22-23=8494/9219, 21-22=8944/9655, 19-21=13290/14297, 18-19=-15709/16936, 17-18=15703/16926, 15-17=-13291/14290, 14-15=-8950/9651, 13-14=-8489/9216, 12-13=8489/9216 WEBS 2-23=-426/453, 2-22=-802/772, 3-22=1173/1249, 3-21=4926/5262, 4-21=2330/2352, 4-19=-2773/2994, 5-19=-1168/1239, 5-18=-891/958, 6-18=-703/809, 8-18=911/970, 8-17=-1166/1235, 9-17=-2766/2989, 9-15=-2329/2350, 10-15=-4921/5259, 10-1 4=-1 173/1249, 11-14=801/772, 11-13=-425/453 NOTES- I I 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. 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=4.8psf; h=17ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2E) -0-0-7 to 4-0-3, Intedor(1) 4-0-3 to 6-1-2, Exterior(21R) 6-1-2 to 11-9-14, Interior(1) 11-9-14 to 34-4-7, Exterior(2R) 344-7 to 40-1-3, Interior(1) 40-1-3 to 40-6-1; 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) All plates are MT20 plates unless otherwise indicated. 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. 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 n 12 4A N I7 d wLIUS E Ns • 34869 10 ���/Illlllll��, Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL93610 Date:. April 2,2021 —eontN aka-NRt 13he-bottom-chord-anci-any-other members. -- A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/W2020 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Baron Island Storage T23417175 J40921 A10G Hip Girder 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, tl.4sU s mar zL zuzi MI eK Inousrnes, Inc. I nu mpr l uo:o-r:o3 GVL I rage z 10:lg70Uf 28U8eWY8ncKNVK7y6l9f-_oxum7RLXGiHpgHg11901kQiBK2uVsRg7RKa?WzVAiq NOTES- 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3932 lb uplift at joint 1 and 3930 Ito uplift at joint 12. 12) Use USP HJC26 (With 16-16d nails into Girder & 10d nails into Truss) or equivalent spaced at 28-2-10 oc max. starting at 6-1-8 from the left end to 34-4-2 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) 276 lb down and 353 lb up at 8-1-14, 276 lb down and 353 lb up at 10-1-14, 266 lb down and 353 lb up at 12-1-14, 261 lb down and 353 lb up at 14-1-14, 261 lb down and 353 lb up at 16-1-14, 261 lb down and 353 lb up at 18-1-14, 261 lb down and 353 Ito up at 20-2-13, 261 lb down and 353 lb up at 22-3-12, 261 lb down and 353 lb up at 24-3-12, 261 lb down and 353 lb up at 26-3-12, 266 lb down and 353 Ito up at 28-3-12, and 276 lb down and 353 lb up at 30-3-12, and 276 lb down and 353 lb up at 32-3-12 on top chord, and 69 lb down and 49 lb up at 8-1-14, 69 lb down and 49 lb up at 10-1-14, 69 Ito down and 49 Ito up at 12-1-14, 69 lb down and 49 lb up at 14-1-14, 69 lb down and 49 lb up at 16-1-14, 69 lb down and 49 lb up at 18-1-14, 69 lb down and 49 lb up at 20-2-13, 69 lb down and 49 lb up at 22-3-12, 69 lb down and 49 lb up at 24-3-12, 69 Ito down and 49 lb up at 26-3-12, 69 lb down and 49 Ito up at 28-3-12, and 69 lb down and 49 lb up at 30-3-12, and 69 lb down and 49 lb up at 32-3-12 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, 3-10=64, 10-12=-64, 24-27=-16 Concentrated Loads (lb) Vert: 7=-107(F) 20=56(F) 22=707(F) 18=-56(F) 6=-107(F) 14=707(F) 16=56(F) 32=-107(F) 33=-107(F) 35=107(F) 36=-107(F) 37=-107(F) 38=107(F) 39=-107(F) 40=107(F) 41=-107(F) 43=-107(F) 44=-107(F) 47=56(17) 48=-56(F) 49=-56(F) 50=-56(F) 51=-56(F) 52=56(F) 53=-56(F) 54=-56(F) 55=-56(F) 56=56(F) ®WARNING - Venfy 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 ANSYTPli 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 T23417176 J40921 All ROOF SPECIAL 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 05:51:54 2021 Page 1 ID:lg7OUf 28U8eWY8ncKNVK7y619f-S_5GzSSzlar8R_stb?gFayyxDjNMEKN_M438YyzVAip 4-313 8-2-1 14-10-10 21.5-8 28-2-1 ,30-2-131 311-7 _ 405-10 4313 3-10-0 6-8-9 6�-13 6-8-9 2-0-12 4-10-10 5x8 = 5.00 12 3x8 = 2x4 11 4x6 = 5x5 11 5x5 = 8 Scale = 1:71.3 17 16 15 14 13 12 11 3x6 = 3x4 = 5x6 WB = 1 2x4 11 5x8 = 3x4 = 3x6 = 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 *Except* 5-7,3-5: 2x4 SP M 31 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* 8-12: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 10=0-8-0 Max Horz 1=51(LC 5) Max Uplift 1=1187(LC 4), 10=1135(LC 4) Max Grav 1=1965(LC 9), 10=1965(LC 9) 3x8 = 4x8 M18SHS = CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TC 0.75 Vert(LL) 0.5514-15 >891 360 MT20 244/190 BC 0.68 Vert(CT)-0.7914-15 >619 240 M18SHS 244/190 WB 0.76 Horz(CT) 0.17 10 n/a n/a Matrix -MS Weight: 201 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-4 oc purlins. BOT CHORD 4-0-0 oc bracing. WEBS 1 Row at midpt 3-15. 6-12 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=4378/2663, 2-3=4050/2460, 3-4=-5390/3259, 4-6=5390/3259, 6-7=4876/2949, 7-8=-5404/3282, 8-9=-4156/2524, 9-10=-4354/2597 BOT CHORD 1-17=-2365/3966, 15-17=-2029/3654, 14-15=-3126/5678, 12-14=3126/5678, 11-12=-1867/3401, 10-11=2299/3938 WEBS 2-17=-353/399, 3-17=-79/318, 3-15=1047/1857, 4-15=557/456, 6-15=-432/214, 6-12=-1015/544, 7-12=-2352/1459, 8-12=-1864/3284, 8-11=-314/498, 9-11=399/406 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=17ft; Cat. 11; Exp D; Encl., GCpi=0.18; C-C Exterior(2E) -0-0-7 to 4-1-8, Interior(1) 4-1-8 to 8-2-1, Exterior(2R) B-2-1 to 12-2-11, Interior(1) 12-2-11 to 30-2-13, Exterior(21R) 30-2-13 to 34-3-7, Interior(1) 34-3-7 to 40-6-1; 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) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1187 lb uplift at joint 1 and 1135 lb uplift at joint 10. ,JLIu s .�� G E N00 34869 • �'o Julius Lee PE No.34869 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 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, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Baron Island Storage T23417177 J40921 Al2G Roof Special Girder 1 2 Job Reference o tional Last Coast I runs, Ft. Pierce, FL - 34946, t3.43U s Mar zz zuzi MI I eK Inausines, Inc. I nU Apr i Ub:ol:oo zuzi rage i ID:lg7OUf 28U8eWY8ncKNVK7y619f-wAfeBoSb3tz728R38jCU69V4x717zkH7akph4OzVAio 3-3-6 6-1-2 10-10-5 15.5-12 20-1-3 26-1-2 30-2-13 , 35-1-10 , 40-5-10 3 3b 2-9-13 4-7-7 4-7-7 5-11-15 4-1-11 4-10-13 54-0 Scale = 1:70.6 6x8 M18SHS = Special 6x10 M18SHS = Special Special Special2x4 II Special 9 5.00 12 7x10 M18SHS — Special 4x4 = 4x8 M18SHS = 4x4 = 3x4 3 29 304 31 32 5 6 33 7 8 34 10 2 2Snm< 35 27 n 1 11 n a diIrn t IIc? 6 0 20 19 36 37 18 38 17 16 39 40 15 14 13 12 4x8 = 2x4 I I 4x4 = Special 4x6 = 4x8 M18SHS = Special 4x6 = 5x8 = 4x4 = 4x6 = HJC26 Special Special Special4x8 = THD26-2 4x8 M18SHS = Special 0- 13 3-3� 6-1-2 10-10-5 155-12 20-1-3 26-1-2 33-5-15 40-2-13 40- 10 0- -13 3: 1 2-9 13 4-9-3 4-7-7 4-7-7 5-11-15 713-12 6 8 14 0- -13 Plate Offsets (X,Y)—[3:0-3-0,0-3-41,[8:0-2-4,0-4-81,[13:0-3-8,0-2-8) LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES, GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.88 Vert(LL) 1.18 15 >413 360 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -1.08 15 >449 240 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(CT) -0.14 11 n/a n/a BCDL 8.0 Code FBC2020lrP12014 Matrix -MS Weight: 492 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 "Except* TOP CHORD Structural wood sheathing directly applied or 2-11-7 oc purlins. 6-8,3-6: 2x6 SP DSS, 8-9: 2x4 SP No.I BOT CHORD 4-0-0 oc bracing. BOT CHORD 2x6 SP DSS WEBS 1 Row at midpt 9-13 WEBS 2x4 SP No.3 *Except* 9-13: 2x4 SP No.1 REACTIONS. (size) 1=0-8-0, 11=0-8-0 Max Horz 1=77(LC 5) Max Uplift 1=-3584(LC 4), 11=2305(LC 5) Max Grav 1=4243(LC 19). 11=3138(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-9950/8501, 2-3=-10318/8884, 3-4=-14137/11938, 4-5=-16701/13672, 5-7=-16701/13672, 7-8=-17406/13718, 8-9=-15221/11768, 9-10=-729815497, 10-11=-748e/5558 BOT CHORD 1-20=-7837/9120, 19-20=-7837/9120, 18-19=-8181/9545, 16-18=11756/14064, 15-16=-13558/17335, 13-15=10271/13514, 12-13=-4619/6244, 11-12=-5004/6833 WEBS 2-20=-418/418, 2-19=-648/706, 3-19=1184/1248, 3-18=-4104/5134, 4-18=2295/1969, 4-16=-2002/2922, 5-16=-732/844, 7-16=-1054/544, 7-15=3251596, 8-15=3617/4157, 8-13=-7649/6110, 9-13=-8491/10905,.9-12=383/643, 10-12=427/452 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 0-7-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) 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=17ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2E) -0-0-7 to 4-0-3, Interior(1) 4-0-3 to 6-1-2, Exterior(2R) 6-1-2 to 10-1-12, Interior(1) 10-1-12 to 30-2-13, Exterior(2R) 30-2-13 to 34-3-7, Interior(1) 34-3-7 to 40-6-1; 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) All plates are MT20 plates unless otherwise indicated. 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. 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. ,,%ti1111111it" ,p-t�,LIUS• 34869 . * . * .0 Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa IL 33610 Date: -eontinued-on1mge-2 — ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is.based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall �• building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property, damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P11 Quality Criteria, DSB-89 and BCS/Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Cain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 April 2,2021 Job Truss Truss Type Qty Ply Baron Island Storage T23417177 J40921 Al2G Roof Special Girder 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.43D s Mar 22 zuzl ml I eK Industries, Inc. I nu Apr 1 uo:ai:oo zuzi rage z ID:lg7OUf 28U8eWY8ncKNVK7y619f-wAfeBoSb3tz?28R38jCU69V4x7l7zkH7akph4OzVAio NOTES- 11) Provide mechanical connection (by others) of truss to bearing plate,capable of withstanding 3584 lb uplift at joint 1 and 2305 lb uplift atjoint 11. 12) Use USP HJC26 (With 16-16d nails into Girder & 10d nails into Truss) or equivalent at 6-1-9 from the left end to connect truss(es) to back face of bottom chord. 13) Use USP THD26-2 (With 18-16d nails into Girder & 12-10d nails into Truss) or equivalent at 20-1-2 from the left end to connect truss(es) to back face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 291 lb down and 353 lb up at 8-1-14, 276 lb down and 353 lb up at 10-1-14, 261 lb down and 353 lb up at 12-1-14, 261 lb down and 353 lb up at 14-1-14, and 261 lb down and 353 lb up at 16-1-14, and 261 lb down and 353 lb up at 18-1-14 on top chord, and 69 lb down and 49 lb up at 8-1-14, 69 lb down and 49 lb up at 10-1-14, 69 lb down and 49 lb up at 12-1-14, 69 lb down and 49 lb up at 14-1-14, and 69 lb down and 49 lb up at 16-1-14, and 69 lb down and 49 lb up at 18-1-14 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, 8-9=64, 9-11=-64, 21-24=-16 Concentrated Loads (lb) Vert: 6=-107(B) 17=56(B) 19=-707(B) 15=-1225(B) 29=107(B) 30=-107(B) 31=-107(B) 32=107(B) 33=-107(B) 36=-56(B) 37=56(13) 38=56(13) 39=-56(B) 40=-56(B) ®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 Mirek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the. applicability of design parameters and propedy incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 of trusses and truss systems, see ANSI?P11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Baron Island Storage T23417178 J40921 A13 Common 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MITek Industries, Inc. Thu Apr 1 05:51:56 2021 Page 1 ID:lg7OUf 28U8eWY8nCKNVK7y619f-OND108TDgB5sgH?FiOBfN2KdX5ziMwHpOYFcrzVAin 5-4-3 10-2-13 15-1-7 205-10 5A-3 4-10-10 4-10-10 5-4-3 Scale=1:35.1 4x4 = 3x4 = 3x6 = 3x4 = 3x4 = 3x4 = M I6 0-z-� 3 6-11-12 13-5-14 20-2-13 20r5i10 0- - 3 6-8-15 6-6-3 6-8-15 0-22 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.09 6-14 >999 360 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.13 6-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(CT) 0.04 5 n/a n/a BCDL 8.0 Code FBC2020frP12014 Matrix -MS Weight: 87 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-14 oc purlins. 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=14(LC 5) Max Uplift 1=729(LC 4), 5=729(LC 5) Max Grav 1=996(LC 9), 5=996(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1963/1451, 2-3=-1755/1362, 3-4,=1755/1362, 4-5=1963/1451 BOT CHORD 1-8=-1245/1744, 6-8=-697/1128, 5-6=1230/1744 WEBS 3-6=-419/586, 4-6=-443/495, 3-8=-419/586, 2-8=-443/495 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=17ft; Cat. ll; Exp D; Encl., GCpi=0.18; C-C Exterior(2E) -0-0-7 to 4-0-3, Interior(1) 4-0-3 to 10-2-13, Exterior(2R) 10-2-13 to 14-3-7, Interior(1) 14-3-7 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 use of this truss component. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 729 lb uplift at joint 1 and 729 lb uplift at joint 5. No 34869 r � I � isS ••0" 1 • •���, � O N A� E**�� Julius Lee PE No.34869 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 Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply Baron Island Storage T23417179 J40921 A14 Common 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 05:51:56 2021 Page 1 ID:lg7OUf 28UBeWY8ncKNVK7y619f-OND108TDgB5sgH?FiQjjfN2KeX5wiMgHpOYFcrzVAin 5-1-6 10-0-0 14-10-10 _ 20-2-13 5-1-6 4-10-10 4-10-10 5-4-3 Scale=1:34.8 4x4 = 3x4 = US = 3x4 = 3x4 = 3x4 = I� 6.8-15 16-6-3 6-8-15 0-2-13 Plate Offsets (X,Y)— [1:0-0-0 0-0-11) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.57 Vert(LL) 0.10 6-8 >999 360 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 BC 0.55 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 FBC2020ITP12014 Matrix -MS Weight: 87 lb ' FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-3 oc purlins. 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=-25(LC 4) Max Uplift 1=727(LC 4), 5=726(1_C 5) Max Grav 1=983(LC 9), 5=983(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1867/1393. 2-3=-1669/1312, 3-4=1725/1351, 4-5=1933/1441 BOT CHORD 1-8=-1182/1642, 6-8=-681/1096, 5-6=1220/1715 WEBS 3-6=-429/594, 4-6=441/497, 3-8=-369/512, 2-8=-401/468 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=17ft; Cat. 11; Exp D; Encl., GCpi=0.18; C-C Exterior(2E) 0-0-0 to 4-0-10, Interior(1) 4-0-10 to 10-0-0, Exterior(2R) 10-0-0 to 14-0-10, Interior(1) 14-0-10 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 speck to the use of this truss component. 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 727 lb uplift at joint 1 and 726 lb uplift at joint 5. ,11111111/I�� S. •'�GENS �. �` ' •• V 4$' '♦ No 34869 � • r r V r O �♦ r � 117 .1 dO ♦ �/ Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6834 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. 5/1912020 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 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 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 ANSUfPH 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 T23417180 J40921 A15GE GABLE 1 1 Job Reference (optional) easl L oasl I Fuss, M. f-lerce, rL - QyV4o, o.vOU s Iwa1 cc Zuc I Ivu I UK uwubu ins, nlc. , uu r In , uu.0 r.ur c , rnye , ID: lg70Uf 28U8eWYOncKNVK7y6l9f-sZnPbUUrbVDilRaSG8EyCaaVOxQARp5Q22lo8HzVAim 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 = 3 1x4 II 48 1x4 II as 1xa II Scale=1:37.7 5 I6 3x4 = 3x4 = 3x6 = 3x4 = 3x4 = 1x4 11 1x4 11 1x4 11 1x4 11 1x4 11 20-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.10 6-8 >999 360 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 BC 0.55 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 FBC2020rrP12014 Matrix -MS Weight: 130 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-4 oc purlins. 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=-24(LC 4) Max Uplift 1=-727(LC 4), 5=726(1_C 5) Max Grav 1=983(LC 9), 5=983(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1868/1395, 2-3=-1670/1313, 3-4=1724/1351, 4-5=1932/1440 BOT CHORD 1-8=-1184/1644, 6-8=-681/1096, 5-6=1220/1714 WEBS 3-6=428/593, 4-6=441/496, 3-8=-370/513, 2-8=-403/469 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=17ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2E) 0-0-0 to 4-0-10, Interior(1) 4-0-10 to 10-0-0, Exterior(2R) 10-0-0 to 14-0-10, Interior(1) 14-0-10 to 20-3-4; 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 727 lb uplift at joint 1 and 726 lb uplift at joint 5. �,4 000$01-1US� �.�� •'�G E N 8 34869 do jr0 ••• • • �,� P41 �ONAI-,�?,��� Julius Lee PE No.34869 MITek USA, Inc. FL Cert 66M 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 ANSI7 P1I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 267D Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Baron Island Storage T23417181 J40921 A16 Hip 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 05:51:58 2021 Page 1 ID: lg70Uf_28UBeVVY8ncKNVK7y6l9f-KiLnpgV rMoLavb9egdBko7iRLjuAGhZGi1 LhjzVAil 4-6-13 8.8-1 11-9-9 15-10-13 205-10 4-6-13 4-1-4 3-1-8 4-1-4 4-6-13 m d 4x4 = 4x8 = Scale = 1:34.6 4x4 = 3x8 = 3x6 = 3x4 = 4x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.13 7-15 >999 360 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.26 7-15 >932 240 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(CT) 0.04 6 /n/a n/a BCDL 8.0 Code FBC2020ITP12014 Matrix -MS Weight: 94 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD 4-0-0 oc bracing. WEBS 2x4 SP No.3 r REACTIONS. (size) 1=0-8-0, 6=0-8-0 Max Horz 1=17(LC 5) Max Uplift 1=-680(LC 4), 6=680(LC 5) Max Grav 1=996(LC 9), 6=996(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1986/1430, 2-3=-1554/1094, 3-4=1421/1086, 4-5=1554/1094, 5-6=1986/1430 BOT CHORD 1-9=-1250/1787, 7-9=-763/1323, 6-7=1233/1787 WEBS 2-9=-519/519, 3-9=178/299, 4-7=-149/299, 5-7=-519/519 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=17ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2E) -0-0-7 to 4-0-3, Interior(1) 4-0-3 to 8-8-1, Extedor(2E) 8-8-1 to 11-9-9, Exterior(2R) 11-9-9 to 17-6-5, Interior(1) 17-6-5 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 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 680 lb uplift at joint 1 and 680 lb uplift at joint 6. ,`,��111111uI�'I ,���♦ .•��G E NSF•. 4:1 • 34869 • i IONA' Julius Lee PE No.34869 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 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rP11 Quality Criteria, DSB-89 and 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 T23417182 J40921 Al7G Hip Girder 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 05:51:59 2021 Page 1 ID:Ig7OUf 28U8eWY8ncKNVK7y619f-oyv90AW676TRXIkgNYGQH?fobk8RvkbjVMnvD9zVAik 3 6 6 6-7-2 10-2-13 13-10.8 16-11 4_ _ 20-5-10 3� 6 3-0-13 3-7-11 3-7-11 3-0-13 3 6 6 4x8 = cnnf 7 Special Special 1x4 II Special 4x8 = 21 22 4 23 24 5 Scale = 1:34.6 3x4 —_ 2x4 II 3x4 = 4x6 = 3x8 = Special 3x4 = 2x4 II 3x4 — 3x4 = HJC26 Special Special HJC26 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 NO Code FBC2020rTP12014 CSI. TC 0.65 BC 0.43 WB 0.19 Matrix -MS DEFL. in Vert(LL) 0.21 Vert(CT) 0.16 Horz(CT) -0.05 (too) Vdefl 10 >999 10 >999 7 rite Lid 360 240 n/a PLATES GRIP MT20 244/190 Weight: 232 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-7 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD 4-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 7=0-8-0 Max Horz 1=17(LC 16) , Max Uplift 1=2102(LC 4), 7=2101(LC 5) Max Grav 1=2241(LC 19), 7=2239(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5164/4948, 2-3=-5010/4922, 3-4=5219/5186, 4-5=5219/5186, 5-6=5007/4920, 6-7=-5162/4947 BOT CHORD 1-13=-4495/4718, 12-13=-4495/4718, 10-12=-4417/4608, 9-10=-4399/4605, 8-9=-4477/4716, 7-8=-4477/4716 WEBS 2-12=-532/549, 3-12=1171/1187, 3-10=-694/676, 4-10=689/850, 5-10=-696/679, 5-9=-1169/1184, 6-9=-531/549 NOTES- I,��1111111I1� nails as follows: 1) 2-ply truss to be connected together Top follows: 2x4 1 t 0 9-0 chords connected as row a0oc. . . Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. ��, C E N '� Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. �� ; ,9"-.. 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 34869 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; Vuft=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=17ft; Cat. 11; Exp D; Encl., GCpi=0.18; C-C Exterior(2E) -0-0-7 to 4-0-3, Interior(1) 4-0-3 to 6-7-2, Exterior(2R) 6-7-2 to 12-3-14, Interior(1) 12-3-14 to 13-10-7, .a Exterior(2R) 13-10-7 to 19-7-4, Intedor(1) 19-7-4 to 20-6-1; 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 00. to the use of this truss component. 6) Provide adequate drainage to water i� Q17 ` 4� R prevent ponding. 7) Plates for � �I •'.. checked a plus or minus 0 degree rotation about its center. N .0 psf bottom chord l ve load h l ive loads.��� his truss has been designed for a live any rre TThis re $O Al ;`,`��, ordrin all aent aer 9) truss has been designed for a load of 20. psf on the bottom s wheh 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 2102 lb uplift at joint 1 and 2101 lb Julius Lee PE No.34869 MiTek USA, Iilo. FL Cert 66M uplift at joint 7. 6904 Parke East Blvd. Tampa FL 33610 11) Use USP HJC26 (With 16-16d nails into Girder & 10d nails into Truss) or equivalent spaced at 7-2-10 oc max. starting at 6-7-8 Date: from the left end to 13-10-2 to connect truss(es) to back face of bottom chord. April 2,2021 12) Fill all nail holes where hanger is in contact with lumber. -C-onlimued-o 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 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 ofindividual 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 fabdcaflon, storage, delivery, erection and bracing of trusses and truss systems, see ANSM11 Quality Criteria, DSO-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Baron Island Storage T23417182 J40921 A17G Hip Girder 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 M1Tek Industries, Inc. Thu Apr 1 05:51:59 2021 Page 2 ID:lg7OUf 28U8eWY8ncKNVK7y619f-oyv90AW676TRXlkgNYGQH?fobk8RvkbjVMnvD9zVAik NOTES- 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 297 lb down and 368 lb up at 8-7-14, and 297 lb down and 368 lb up at 10-2-13, and 297 lb down and 368 lb up at 11-9-12 on top chord, and 78 lb down and 48 lb up at 8-7-14, and 78 lb down and 48 lb up at 10-2-13, and 78 lb down and 48 lb up at 11-9-12 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, 3-5=64, 5-7=64, 14-17=-16 Concentrated Loads (lb) Vert: 11=-62(B) 12=734(B) 10=-62(B) 4=-121(B) 9=-734(B) 22=121(B) 23=-121(B) 26=-62(B) ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19f2020 BEFORE USE. Design valid for use only with NJTek® connectors. This design is,based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall A�• building design. Bracing Indicated is to prevent buckling of individual truss web andlor 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 ANSYTP11 Quality Criteria, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Baron Island Storage T23417183 J40921 A18 ROOF TRUSS 5 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34945, t1.43U 5 mar ZZ ZUZ7 mi I eK Inaustries, Inc. I nu Apr i uo:oz:UU ZUZ7 rage l ID:lg7OUf 28UBeWY8ncKNVK7y619f-GBSXEWWkuQcl9vJ1xGnfpDC_A8OYe7QskOWSIczVAij 5-8-2 10-10-12 16-1-5 20-2-13 24-4-5 29�-14 34-9-8 40-5-10 5 82 5-2-9 5-2-9 4-1-8 4-1 8 5-2-9 5-2-9 5 8-2 5x5 = 5.00 12 Scale = 1:68.4 11 I`h ch d 3x6 = 3x4 = 4x8 M18SHS = 3x4 = 3x4 = 3x6 = 3x4 = 4x8 M18SHS = 40-2-13 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 FBC2020lrP12014 CSI. TIC 0.60 BC 0.82 WB 0.92 Matrix -MS DEFL. in (loc) I/deft Ud Vert(LL) -0.61 15-17 >793 360 Vert(CT) -0.88 15-17 >555 240 Horz(CT) 0.17 11 n/a n/a Attic -0.45 14-15 220 360 PLATES GRIP . MT20 244/190 M18SHS 244/190 Weight: 217 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-3-7 oc purlins. BOT CHORD 2x4 SP No.1 *Except* BOT CHORD 4-0-0 oc bracing. 13-16: 2x4 SP M 31 JOINTS 1 Brace at Jt(s): 20 WEBS 2x4 SP No.3 `Except` 7-14,5-15: 2x4 SP No.2 REACTIONS. (size) 1=0-8-0, 11=0-8-0 Max Harz 1=26(LC 5) Max Uplift 1=-1006(LC 4), 11=1006(LC 5) Max Grav 1=2308(LC 10), 11=2308(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5167/2169, 2-4=-4868/2015, 4-5=4106/1636, 5-6=1754/690, 6-7=1754/690, 7-8=-4106/1636, 8-10=-4868/2015, 10-11 =-51 67/2169 BOT CHORD 1-1 7=-1 867/4683, 15-17=-1482/4157, 14-1 5=-1 070/3591, 12-14=146214157, 11-12=1880/4683 WEBS 14-19=469/904, 7-19=-246/932, 8-14=766/546, 8-12=221/428, 10-12=-436/412, 15-18==269/904, 5-18=-246/932, 4-15=766/545, 4-17=222/428, 2-17=-436/412, 18-20=-414/364, 19-20=4141364, 6-20=-241/1024, 7-20=2220/1101, 5-20=2220/1101 1US �I4*44 NOTES- v` ,`�� ........ �C' E N `s�`�•. ��� 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=17ft; Cat. II; Exp D; Encl., �• GCpi=0.18; C-C Exterior(2E) -0-0-7 to 4-0-3, Interior(1) 4-0-3 to 20-2-13, Exterior(2R) 20-2-13 to 24-4-5, Interior(1) 24-4-5 to 40-6-1; NO 34869 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) 150.01b AC unit load placed on the interior chord, 20-2-13 from left end, supported at two points, 3-0-0 apart. 5) All plates are MT20 plates unless otherwise indicated. i 6) Plates checked for a plus or minus 0 degree rotation about its center. �i� •• �•• \ 7) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 0 R \ �� `� 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=O tall by 2-0-0 wide S� ........will chordt between the bottom members.��# N % ng d ad load (5 0 psf) nmember(s). 18 20, 19' 20 9) Ceiling l l `` 10) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 14-15 Julius Lee PE No.34869 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1006 lb uplift at joint 1 and 1006 lb MiTek USA, Inc. FL Cert 6634 uplift at joint 11. 6904 Parke East Blvd. Tampa FL 33610 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Date. April 2,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 511912020 BEFORE USE. �� Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the: applicability of design parameters and property incorporate this design Into the overall � A 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 IYIiTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIMP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD20601 Tampa, FL 36610 Job Truss Truss Type City Ply Baron Island Storage T23417184 J40921 MV2 Valley 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 2x4 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 05:52:012021 Page 1 ID:Ig70Uf 28U8eWY8ncKNVK7y619f-IKOwRsXMfjk9m3uDVzluMQlHoYwGNgzOzgGOH2zVAii 2-0-0 2-0-0 Scale = 1:6.9 saner LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 BC 0.02 Vert(CT). n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 8.0 Code FBC2020/rP12014 Matrix-P Weight: 5 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 cc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (size) 1=2-0-0, 2=2-0-0, 3=2-0-0 Max Horz 1=86(LC 4) Max Uplift 1=-71(LC 4), 2=-113(LC 4) Max Grav 1=70(LC 9), 2=71(LC 9), 3=23(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=17ft; 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) 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. 1 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 lb uplift at joint 1 and 113 lb uplift at joint 2. �Itllllil/�� VL1US. OFF G E N,9 �. 3486.9 .0 �/Irmo/ Julius Lee PE No.34869 MiTek USA, Inc. FL Cent 6634 6904 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 MII-7473 rev. 5/1912020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall Sol building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIMPlf 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 T23417185 J40921 MV4 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 05:52:01 2021 Page 1 ID:lg7OUf 28U8eWY8ncKNVK7y619f-IKOwRsXMfjk9m3uDVzluMQIBCYuzNgzOzgGOH2zVAii 4-M 2x4 � 2x4 II Scale = 1:11.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.64 Vert(LL) n/a rile 999 MT20 2441190 TCDL 12.0 Lumber DOL 1.25 BC 0.17 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 Ito FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP. CHORD Structural wood sheathing directly applied or 4-D-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-0-0, 3=4-0-0 Max Horz 1=212(LC 4) Max Uplift 1=-174(LC 4), 3=262(LC 4) Max Grav 1=173(LC 9), 3=200(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-175/277 NOTES- 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=17ft; Cat. 11; 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 nonconcurreni with any other live loads. ' LF� 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 ,,� �� • • • •'•• will fit between the bottom chord and any other members. 7) Provide others) of truss to bearing capable of withstanding 174 Ito uplift at joint 1 and 262 lb uplift at �� •• G E N �� ••� \ Ste•.•• ice' mechanical connection (by plate `� joint 3. 34869 r � �•� !� • 00 P ��i�F .• • R, p i����nntttttt Julius Lee PE No.34869 MiTek USA, Inc. FL Cent 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 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 ANS11TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Baron Island Storage T23417186 J40921 ZCJ1 Jack -Open 10 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 05:52:02 2021 Page 1 ID:lg7OUf 28U8eWYBncKNVK7y619f-DXalfBY_Q1s00CTP3hg7veHRyEU66D9BK?ZgUzVAih 0-11-4 0-11-4 TRUSS MUST BE CONNECTED TO THE BEARINGS 2x3 — FOR ALL VERTICAL AND HORIZONTAL REACTIONS (BY OTHERS). Careful consideration should be given to bearing conditions. Bearings and truss to bearing connections should be designed in such a manner that they will safely withstand the lateral forces of the trusses. 0-11-4 0-11-4 Scale = 1:6.8 LOADING (psf) SPACING- 2-0-0, CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.00 6 n/r 120 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.00 6 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 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=-264(LC 4), 3=330(LC 4) Max Uplift 2=-314(LC 4) Max Grav 2=77(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-367/97 BOT CHORD 1-3=-82/330 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 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.Spsf; h=17ft; 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 alive 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 314 lb uplift at joint 2. ` 34869 �90 :: . •t4�: R,Op.�.`=,�� Juliustee'PE No.34869 MTek USA, the. 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 properly incorporate this design Into the overall a building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing INtiTek' Is always required for stability and to prevent collapse 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 T23417187 J40921 ZCJ3 Jack -Open 10 1 Job Reference(o tional East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 05:52:02 2021 Page 1 ID:lg7OUf 28U8eWY8ncKNVK7y6I9f-DXaIfBY_Q1s00CTP3hg7veHOQyAQ66D9BK?ZgUzVAih 2-11-4 2-11-4 2x3 = 0-2-13, 2-11-4 0-2-13 2-8-7 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) TCDL 12.0 Lumber DOL 1.25 BC 0.41 Vert(CT) BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) BCDL 8.0 Code FBC2020frP12014 Matrix -MP -min (loc) Vdefl Ud PLATES GRIP 0.01 3-6 >999 360 MT20 244/190 -0.01 3-6 >999 240 -0.00 2 n/a n/a I I I LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD REACTIONS. (size) 1=0-8-0, 2=Mechanical, 3=Mechanical Max Horz 1=198(LC 4) Max Uplift 1=-155(LC 4), 2=210(LC 4), 3=41(LC 4) Max Grav 1=159(LC 9), 2=137(LC 9), 3=51(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Scale = 1:11.0 Weight: 9 lb FT = 0% Structural wood sheathing directly applied or 2-11-4 oc purlins. 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=17ft; Cat. II; Exp D; Encl., GCpj=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 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 155 lb uplift at joint 1, 210 lb uplift at joint 2 and 41 lb uplift at joint 3. pOU S• •OFF i��� •` GEN$ . No 34869 41 ,ONAL Julius Lee PE No.34869 MiTek USA, Inc.'FL Cert 6634 69D4 Parke East Blvd. Tampa R. 33610 Date: April 2,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 511912020 BEFORE USE. ' Design valid for use only with MTekO connectors. This design Is based only upon parameters shown, and Is for an individual building. component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall � A 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 iwiTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVrPI1 Quality Crlteda, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply Baron Island Storage T23417188 J40921 ZCJ5 Jack -Open 10 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946. 3x3 = 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 05:52:03 2021 Page 1 ID:lg7OUf 28U8eVJY8ncKNVK7y619f-hj8gsXZcBL_sOM2bcOLMRrgTHMQirZTJQ_16MxzVAig 4-11-4 Scale = 1:15.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. ,in floc) I/deft L/d PLATES GRIP TCLL 20.0 1' Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.10 3-6 >614 360 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 BC 0.73 Vert(CT) 0.08 3-6 >773 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 2 rile n/a BCDL 8.0 Code FBC2020/TPI2014 Matrix -MP Weight: 16 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD 4-0-0 oc bracing. REACTIONS. (size) 1=0-8-0, 2=Mechanical, 3=Mechanical Max Horz 1=334(LC 5) Max Uplift 1=-270(LC 4), 2=363(LC 5), 3=-56(LC 5) Max Grav 1=270(LC 9), 2=236(LC 9), 3=85(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=17ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2E) -0-0-7 to 4-0-3, Interior(1) 4-0-3 to 4-10-8; 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 rotationabout 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 270 lb uplift at joint 1, 363 lb uplift at joint 2 and 56 lb uplift at joint 3. �j1.lUS� L114*e c • 34869 ' ONALE����• Julius Lee PE No.34869 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 properly Incorporate this design into the overall p v 2 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IY1iTek' is always required for stability and to prevent collapse 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 Oty Ply Baron Island Storage T23417189 J40921 ZEJ6 Jack -Open 19 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 6-1-3 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 05:52:03 2021 Page 1 ID:lg7OUf 28U8eWY8ncKNVK7y619t-hj6gsXZcBL sOM2bcOLMRrgR?MPZrZTJO 16MxzVAig Scale = 1:18.4 3x6 = 02-1� 0 613 5-10-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25' TIC 0.88 V6rt(LL) 0.18 3-6 >402 360 MT20 244/190 TCDL 12.0 Lumber DOL 1.25' BC 0.80 Vert(CT) -0.14 3-6 >515 240 BCLL 0.0 Rep Stress [nor YES WB 0.00 Horz(CT) -0.01 2 n/a n/a BCDL 8.0 Code FBC2020frP12014 Matrix -MP Weight: 19 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.t TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD 4-0-0 oc bracing. REACTIONS. (size) 1=0-8-0, 2=Mechanical, 3=Mechanical Max Horz 1=390(LC 5) Max Uplift 1=-316(LC 4), 2=436(LC 5), 3=-60(LC 5) Max Gram 1=329(LC 9),2=288(LC 9), 3=105(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250!(Ib) 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=17ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2E) -0-0-7 to 4-0-3, Interior(1) 4-0-3 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 ��� v\-w `S J �....., will fit between the bottom chord and any other members.E 7) Refer to for truss to truss connections. •� N S+, ••• girder(s) ,o ; k 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 316 lb uplift at joint 1, 436 lb uplift at 34869 joint 2 and 60 lb uplift at joint 3. + r : 00 Julius Lee PE No.34869 MIT& USA, Inc. FL Cert 6634 6904 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 MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andfor 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 ANS11TPIf 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 T23417190 J40921 ZEJ6A Monopitch 3 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 3x6 = 8.430 s Mar 22 2021 MTek Industries, Inc. Thu Apr 1 05:52:04 2021 Page 1 ID:lg7OUf 28U8eWY8ncKNVK7y619f-9vi24tZEye6jdWdoA6sb_3Na_IlvaOjSfeUguNzVAif 2x3 11 2 3x6 11 Scale = 1:19.0 Or2-1 6-1-3 2-1 5-10-6 LOADING (psf) SPACING- 2-0-0' CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.99 Vert(LL) 0.18 3-6 >407 360 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.14 3-6 >507 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 1 n/a file BCDL 8.0 Code FBC2020/TPI2014 Matrix -MP Weight: 23 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 3=Mechanical Max Horz 1=368(LC 4) Max Uplift 1=-313(LC 4), 3=-478(LC 5) Max Grav 1=325(LC 9),3=378(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-280/418 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 4-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.0psf; BCDL=4.8psf; h=17ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2E) -0-0-7 to 4-0-3, Interior(1) 4-0-3 to 5-11-7; 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 chard 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 313 lb uplift at joint 1 and 478 lb uplift at joint 3. J ISM �34869 :* " � n _ Julius Lee'PE No.34869 Welk USA, Inc. FL Cert 6634 6964 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 INV 1• 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 of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-09 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 T23417191 J40921 ZEJ6G Monopitch Girder 1 2 Job Reference o tional tast Goast I russ, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 05:52:04 2021 Page 1 ID: lg70Uf 28U8eWYBncKNVK7y6lgf-gvi24tZEye6jdWdoA6sb_3NikIrlaOiSfeUguNzVAif i 3-1-10 6-1-2 3-1-10 2-11-9 2x4 11 3x4 = 2x4 11 Scale = 1:18.0 -2-1 5-10-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TIC 0.50 Vert(LL) 0.12 3-6 >588 360 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.13 3-6 >559 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 1 n/a n/a BCDL 8.0 Code FBC2020/TPI2014 Matrix -MP Weight: 55 lb 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 2x6 SP DSS except end verticals. WEBS 2x4 SP No.3 BOT CHORD 10-0-0 oc bracing. REACTIONS. (size) 1=0-8-0, 3=Mechanical Max Horz 1=368(LC 4) Max Uplift 1=-648(LC 4). 3=1036(LC 5) Max Grav 1=924(LC 15), 3=1395(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-284/386 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) Vas&128mph; TCDL=7.Opsf; BCDL=4.8psf; h=17ft; Cat. II; Exp D; Encl., 11/� G C- Exterior(2E) -0-0-7 to 4-0-3, Interior(1) 4-0-3 to 5-11-7; cantilever left and right exposed ; Lumber DOL=1.60 plate "411' grip 4) Building Designer / Project for in live ,,,���L1US C , , ' •.• �I engineer responsible verif applied roof load shown covers rain loading requirements specific 9 9 1 9 P verifying PP 9 q p to the this truss ��, .% GEN ' S4S'% use of component. �� ; �\ i� '. 5) Plates checked for a plus or minus 0 degree rotation about its center. 00 ��' 00 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 34869 •% 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 648 lb uplift at joint 1 and 1036 lb uplift ; :' at joint 3. 10) Use USP HUS26 14-16d 6-16d i0 (With nails into Girder & nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-8-13 from the left end to 4-8-13 to connect truss(es) to back face of bottom chord. , Q` • _��� �� ' 0 0.•' 11) Fill all nail holes where hanger is in contact with lumber. R �� ���� �•••a••'' LOADCASE(S) Standard ONAt ���% 1111 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Julius Lee PE No.34869 Uniform Loads (plf) MITek USA, Inc. FL Cert 6634 Vert: 1-2=64, 3-4=16 Concentrated Loads (lb) 6904 Parke East Blvd. Tampa FL 33610 Vert: 9=-795(B) 10=795(13) Die: April 2,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �® a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rP/f Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job, Truss Truss Type Qty Ply Baron Island Storage I T23417192 J40921 ZEJ7 Jack -Open 3 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 05:52:05 2021 Page 1 ID: lg70Uf 28U8eWY8ncKNVK7y6l9f-d6GQHDasjyEaFgB_kpNgWGvsy9AyJTzbtlEDQpzVAie 6-7-2 6-7-2 3x6 = 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 M 31 BOT CHORD 2x4 SP M 31 REACTIONS. (size) 1=0-8-0, 2=Mechanical, 3=Mechanical Max Horz 1=406(LC 5) Max Uplift 1=-329(LC 4), 2=-459(LC 5), 3=-60(LC 5) Max Grav 1=352(LC 9), 2=307(LC 9), 3=114(LC 3) Scale = 1:19.4 CSI. DEFL. in (loc) Vdeft Lid PLATES GRIP TC 0.53 Vert(LL) 0.20 3-6 >395 360 MT20 244/190 BC 0.49 Vert(CT) -0.16 3-6 >495 240 WB 0.00 Horz(CT) -0.01 2 n/a n/a Matrix -MP Weight: 21 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 4-0-0 oc bracing. 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=17ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2E) -0-0-7 to 4-0-3, Interior(1) 4-0-3 to 6-6-6; 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 fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 329 lb uplift at joint 1, 459 lb uplift at joint 2 and 60 lb uplift at joint 3. VL1US Cj�F`i���� �, •�GEN3 �i No 34869 dr I,ONA' ',,,`s Juliustee'P.E No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parkefast'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 i a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Baron Island Storage T23417193 J40921 ZEJ7A Monopitch 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946. 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 05:52:05 2021 Page 1 ID:lg7OUf 28U8eWY8ncKNVK7y619f-d6GQHDasjyEaFgB_kpNgWGvn99AtJTzbtIEDQpzVAie Us = 0 2-1 6-7-2 0-2-1 641-6 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 12.0 Lumber DOL 1.26 BCLL 0.0 Rep Stress Incr YES BCDL 8.0 Cade FBC2020/TPI2014 LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 3=Mechanical Max Horz 1=387(LC 4) Max Uplift 1=-327(LC 4), 3=500(LC 5) Max Grav 1=348(LC 9), 3=403(LC 9) 3x4 11 2 3x6 11 CSI. DEFL. in floc) Udefl Ud TC 0.84 Vert(LL) 0.20 3-6 >392 360 BC 0.49 Vert(CT) -0.16 3-6 >478 240 WB 0.00 Horz(CT) -0.01 1 n/a n/a Matrix -MP FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-298/439 Scale = 1:20.0 PLATES GRIP MT20 2441190 Weight: 25 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc purlins, except end verticals. 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=17ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2E) -0-0-7 to 4-0-3, Interior(1) 4-0-3 to 6-5-6; 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 327 lb uplift at joint 1 and 500 lb uplift at joint 3. ot1.I )s 111#L## 0i�� E Ns �• No 34869 O i 111181111111 ASS, • .,...•• � . Julius Lee PE No.34869 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 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 . MITe'C• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses andi truss systems, see ANSYTP/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 T23417194 J40921 ZHJ6 Diagonal Hip Girder 3 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, t3.43U s Mar ZZ ZUZ1 mi I eK Industries, Inc. I nU Apr i Uo:oz:UG ZUzi rage i ID:lg7OUf 28U8eWY8ncKNVK7y619f-51gpUZbVUGMRtgmAIXu33USxLZUZ2qw6yzmzGzVAid 4-55 8.6-11 4-55 4-1-7 2x4 11 Scale = 1:19.0 3 4 3x4 = 0�-0 4-5-5 8-6-11 0-4-0 4-1-5 4-1-7 r Plate Offsets (X Y)— [1:0-0-10,Edge] [6:0-2-8,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.05 6-7 >999 360 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.05 6-7 >999 240 BCLL 0.0 Rep Stress [nor NO WB 0.43 Horz(CT) -0.01 6 n/a n/a BCDL 8.0 Code FBC2020lrP12014 Matrix -MP Weight: 37 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-2 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=425(LC 5) Max Uplift 1=-789(LC 5), 6=873(LC 5) Max Grav 1=594(LC 15),6=683(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-951/1091; 3-6=-236/335 BOT CHORD 1-7=-1351/960, 6-7=-1351/960 WEBS 2-6=-1024/1440 NOTES- 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=17ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Comer(3) -0-0-6 to 5-8-6, Exterior(2R) 5-8-6 to 8-6-11; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ,��III I I IIIII 2) to the use of this r / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific L���,, ,, 3) Plates checked for a plus or minus 0 degree rotation about its center. ,,,,�,v`'us • .. • N • 40 ��, •..... '�� SAC••. ♦♦ 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,� ; 5) • This truss has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �� •• i 34869 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 789 lb uplift at joint 1 and 873 lb uplift at joint 6. -d 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 316 lb down and 237 lb up at ,• •� 4-2-15, 316 lb down and 237 lb up at 4-2-15, and 384 lb down and 352 lb up at 7-0-14, and 384 lb down and 352 lb up at 7-0-14 on ♦♦ O . �� top chord, and 54 lb down and 110 lb up at 1 4-15, 54 lb down and 110 lb up at 1-4 15, 28 lb down and 39 lb up at 4 2-15, 28 lb ♦ ,(�• • Q. �� ♦�� ' 0.•• down and 39 lb up at 4-2-15, and 52 lb down and 54 lb up at 7-0-14, and 52 lb down and 54 lb up at 7-0-14 on bottom chord. The . R �� design/selection of such connection device(s) is the responsibility of others. •� 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �j! ��,N Ai ,% LOAD CASE(S) Standard Julius Lee PE No.34869 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 MTek USA Inc. FL Cert 6634 Uniform Loads (plf) 6904 Parke East Blvd. Tampa FL 33610 Vert: 1-3=64, 3-4=24, 5-8=16 Date:. April 2,2021 --Gontimie" ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. �� Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web anti/or chord members only. Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 J Tampa, FL 36610 Job Truss Truss Type Qty Ply Baron Island Storage T23417194 J40921 ZHJ6 Diagonal Hip Girder 3 1 Job Reference o liana/ East Coast Truss, Ft. Pierce, FL - 34946, 8.430 S Mar 22 2021 Mil ek Industries, Inc. I hu Apr 1 Ub:bZ:U6 ZU21 Page Z ID:lg7OUf 28U8eWY8ncKNVK7y619f-51gpUZbVUGMRtgmAIXu33USxLZUZ2gW16yzmzGzVAid LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 7=-29(F=-14, B=-14) 14=-101(F=-51, B=-51) 15=-108(F=-54, B=-54) 16=43(F=37, B=-37) ®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 MiTekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall v 1 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 ANSYrP/f Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670.Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply Baron Island Storage T23417195 J40921 ZHJ7 Diagonal 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 05:52:05 2021 Page 1 ID: lg70Uf 28U8eWY8ncKNVK7y6lgf-51gpUZbVUGMRtgmAIXu33USy6ZTA2qMl6yzmzGzVAid i 4-9-8 9-3-3 4-9-8 45-11 LOADING (psf) TCLL 20.0 TCDL 12.0 BCLL 0.0 BCDL 8.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 3x4 = SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020/TPI2014 REACTIONS. (size) 1=0-8-0, 6=Mechanical Max Horz 1=449(LC 12) Max Uplift 1=-836(LC 5), 6=898(LC 5) Max Grav 1=641(LC 15), 6=695(LC 16) 3x4 % Scale = 1:20.1 3 4 5x5 = CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TIC 0.89 Vert(LL) 0.05 6-7 >999 360 MT20 244/190 BC 0.68 Vert(CT) -0.06 6-7 >999 240 WB 0.44 Horz(CT) -0.01 6 n/a n/a Matrix -MS Weight: 40 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-8 oc purlins, except end verticals. BOT CHORD 5-7-14 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 1-2=-1046/1175, 2-3=-290/209, 3-6=-241/364 BOT CHORD 1-7=-1447/1051, 6-7=-1447/1051 WEBS 2-6=-1055/1472 , NOTES- 1) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=17ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Comer(3) -0-0-6 to 5-8-6, Exterior(2R) 5-8-6 to 9-3-3; 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 a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 836 lb -uplift at joint 1 and 898 lb uplift at joint 6. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 309 lb down and 234 lb up at 4-2-15, 309 lb down and 234 lb up at 4-2-15, and 379 lb down and 351 lb up at 7-0-14, and 379 lb down and 351 lb up at 7-0-14 on top chord, and 54 lb down and 110 lb up at 1-4-15, 64 lb down and 110 lb up at 1-4-15, 28 lb down and 39 lb up at 4-2-15, 28 lb down and 39 lb up at 4-2-15, and 52 lb down and 54 lb up at 7-0-14, and 52 lb down and 54 lb up at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=64, 3-4=24, 5-8=16 �����011111111111J.. L1U ' C / i��i, F � ����, ••��G E NSF•• ��� do No 34869 � • r r r r � � r d do S •..• . �� /O N Julius Lee PE No.34869 MITek USA, Inc. FL Cert 66H 6904 Parke East Blvd. Tampa FL 33610 Date: April 2,2021 —continued-c WARNING - Veriry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIMP/f Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Baron Island Storage T23417195 J40921 ZHJ7 Diagonal Hip Girder 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946. 8.43U S Mar Z2 2U21 MI I eK Industries, Inc. I nU Apr 1 Ub:bZ:U/ ZUZI rage Z ID:lg70Uf 28U8eWYBncKNVK7y6l9f-ZUOBivc7EZUIU_LNrEPIch?7szpPnHcuLcjKVizVAic LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 15=-93(F=-47, B=-47) 16=-108(1`=54, 8=54) 17=29(F=-14, B=-14) 18=73(F=37, B=-37) A WARNING - Venfy design parameters and READ NOTES ON THIS!AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall■■■/��•r iYY� 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 fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTp11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safefyinformat/on available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. J L Apply plates to both sides of truss and fully embed teeth. 0'1 16' - -I- For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. " Plate location details available in MiTek 20/20 software or upon request PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or l bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 IX O U EL O I— Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS 8 7 6 5 JOINTS.ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved M!Tek � MiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. _ Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSIf rPl 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/rPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or pur ins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before -use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/rPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated. i 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 NSTALLI NG 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 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 VzNGINEERING TRUSS DRAWINGS. OAI On 72' 0" 12' 0" w w w w c- co U.) C 7 (D w C7 M c- O O n O to V �— M r_ �— co 00 00 00 00 00 co N N N Q o 0 0 oQ o 0 oQ o 0 0 0 0 0 0 r .- o o O o 0 0 0 0 U U U 6 Q < < < Q N N N 1 ZCJ 1 ZCJ 1 ZCJ3 )z ZCJ3 ZCJ5 y�c ,oti ZCJ5 ZEJ6A 5' 10 3/8" � ZEJ6A 5' 10 5/16" TO FACE ZEJ6 - TO FACE oZEJ6 ZEJ6 ZEJ6 a ZEJ6 ZEJ6 ZEJ6 ZEJ6 ZEJ6 ZEJ6 ZEJ6 ZEJ6 Co ' ZEJ6 N THD26-2 ZEJ6G r N N U ti��A o ZCJ1 r ZEJ6 � MV ZCJ3 M ZEJ6 Lu I_- Q Q CJ5 ZEJ6 �:- __ _ - ¢ �Gti6 ZEJ7A 6' 4 5/16" ZEJ6 TO FACE EJ7 ZEJ6 EJ7 o N ZEJ K2O' 12'0" EJ7 6' 0" " 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' " 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" ' 6" 2' 0" 2' 0" 2' 0" 2' 0" 2' 0 6' 6" ZEJ6A ZEJ7A 'Gry ✓ ZCJ5 ZCJ5 ZCJ3 >ZCJ3 ZCJ1 CJ1 co 41) yV N N N U U U 12' 0" 12' 0" 12' 0" 12' 0" 12' 0" 11' 6" 12' 6" N N N 84' 0" 12'-0" PLATE HT. Indicates Let End Of Truss On Layout & Engineering Sheets HARDWARE: =HUS26 HANGERS (QTY. 2) =HJC26 HANGERS (QTY. 5) =THD26-2 HANGERS (QTY. 1) TRUSS PLACEMENT PLAN 0 21 RECEIVED JUL 19 2021 St. Lucie County Permitting 12 51- N0',C E N. J No.047182 STATE O n�.S •-.06.W ��� RED ;TEMS TIMBER PRODUCTS ECT O r ]EAST COAST TRUSS N 5285 ST. LUCIE BLVD. FT. PIERCE, FL 34946 0) OFFICE: 1772) 466-2480 FAX (772)466-5336 ^^(0 1..1� TOMER:Benchmark III Corporation NAME: Baron Island Storage RESS:9500 South Ocean Dr. /COUNTY:Jensen Beach/Martin JOB # J40921 JOB # MODEL:Building B SQ FT 3178 ftz DATE 01/04/21 LATEST=04/01/21 61CISS-31A03 (3) (cT EAST COAST TRUSS Is the "Truss Doi, Enginwr" Tr., e. are designd in accordance with the Fbridu Dnilding Cntic NOTE: By approving this placement plan(s), signatured 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 I 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 J labor required due to errors other than those of EAST Q COAST TRUSS. Z Signed: Date: LL i0 UJ CODE = FBC 2020/TP12014 ASCE 7-16 DESIGN CRITERIA =C&C OCCUPANCY CATEGORY= II EXPOSURE = D ` ^AA 1�1�` MWF SPEED =165 V BUILDING TYPE =ENCLOSE MEAN HEIGHT: 17.00 ft U) GRAVITY LOADS (n J 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 U) *NON -CONCURRENT BC LL 10psf CONCURRENT BC STORAGE LL 30 psf f— W U) DEFINITIONS MWF = MAIN WIND FORCE 0 C&C = COMPONENTS AND CLADDING TOB = TOP OF BEARING TC = TOP CHORD U J BC = BOTTOM CHORD (n LL = LIVE LOAD DL = DEAD LOAD psf = POUNDS PER SQUARE FOOT I— # = POUNDS O UPLIFT MUST BY-PASS FLOOR TRUSSES z 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 I. AUTION: SPANS GREATER THAN 30'-0" O UST BE SET WITH A SPREADER BAR. THE READER BAR SHOULD BE AT LEAST 1/2 '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 0. NOTE: TRUSSES DO NOT SUPPORT ANY PLANT SHELVES 1. 3-22-2021 Revise Loading SB T_ 2. 4-1-2021 Revise Dbl. Truss To Single Truss y_ Over Unit Separation Wall SB O 4- 5- 6- ^^� (1/4" if plotted 2406) . Designed By: SB