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Revisions; Shop Truss Drawing
OFFICE USE ONLY: DATE FILED: /201 2 REVISION FEE: PERMIT # , 2 & /Q 07-- RECEIPT # PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DIVISION 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982-5652 (772) 462-1553 APPLICATION FOR BUILDING PERMIUDEFER► 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 I ZIP: ZIP: CppY Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RE: J40925 - Baron Island Storage MiTek USA, Inc. Site Information: 6904 Parke East Blvd. TITga, FL 33610=4115 Customer Info: Benchmark III Corp. Project Name: Baron Island Storage Model: Bw c I 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: N/A Wind Speed: 165 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 13 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T23416889 C01 4/2/21 °`&A,='fiW 2 T23416890 CO2 4/2/21 JUL 19 4 T23416892 C04GE 4/2/21 ��1 5 T23416893 C05 4/2/21 6 T23416894 C06 4/2/21 St. Lucie County 7 T23416895 C07G 4/2/21 Permitting 8 T23416896 . ZCJ 1 4/2/21 9 T23416897 ZCJ3 4/2/21 10 T23416898 ZCJ5 4/2/21 11 T23416899 ZEJ6 4/2/21 12 T23416900 ZEJ6A 4/2/21 13 T23416901 ZHJ6 , 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: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2023. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named 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. Befm kh. the building designer should verify applicability of design parameters and properly. M„ incorporate these designs into the overall building design per ANSIMN 1, Chapter 2. C Q IN VFW i��i J .•'�CENS. • �. • 68:1.82 �-0'. �Z 0:: 'STATE- OF •:�� .�� ON M- COPYJoaquin Velez PE L 62 Mfrek USA, Inc. FL Cert Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 2,2021 Velez, Joaquin 1 of 1 Job Truss Truss Type Qty Ply Baron Island Storage T23416889 J40925 301 Common 15 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MI I eK industries, Inc. Thu Apr i 04:49:12 202i rage 1 ID:BfE2eYlRJuxkv2kxE7pliTy69Kz-bEn4P5wCGitw5rFrCwB26dB5_ERgoOLFHom4V?zVBdb 5-4-3 10-2-13 15-1-7 205-10 5-4-3 4-10-10 4-10-10 54-3 ' Scale = 1:35.1 in a 3x4 = 4x4 = 3x4 = 3x6 = 3x4 = 3x4 = M Ia LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.47 Vert(LL) 0.09 6 >999 360 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.13 6-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(CT) 0.04 5 n/a n/a BCDL 8.0 Code FBC2020/TP12014 Matrix -AS Weight: 87 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD 4-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 5=0-8-0 Max Horz 1=11(LC 5) Max Uplift 1=715(LC 4), 5=715(1_C 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=-1959/1415, 2-3=-1753/1331, 34=1753/1331, 4-5=1959/1415 BOT CHORD 1-8=-1202/1739, 6-8=-687/1134, 5-6=1191/1739 WEBS 3-6=-393/577, 4-6=434/467, 3-8=-393/577, 2-8=-434/467 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 Extedor(2E) -0-0-7 to 2-11-9, Interior(1) 2-11-9 to 10-2-13, Exterior(21R) 10-2-13 to 13-2-13, Interior(1) 13-2-13 to 20-6-1; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 � t%1111111 f11 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific I N VF� �I,♦ to the use of this truss component. ,�� P,QU 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. �� , ,•�� G E Ni ♦��' 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. No 68182 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 715 lb uplift at joint 1 and 715 lb uplift at joint 5. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord. = .O ���• S OF J- ��i♦�T�S;c� O N •O R 1 Joaquin Velez PE No.68182 MITek USA, Inc. FL Cart 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 MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall IRV 11 building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP/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 T23416890 J40925 CO2 ATTIC 5 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MTek Industries, Inc. Thu Apr 1 04:49:13 2021 Page 1 ID: BfE2eYtRJuxkv2kxE7pliTy69Kz-3RLSdRxgl??nj?ql mdiHeghBTemgXPaOWSWd2SzVBda 3-7-5 6-9-1 8-71 9 4 6 10-2-13 11-1-4 11-10-5 13-8-9 16-10-5 20-5-10 3-7-5 3-1-12 1-10-3 0-9-2 0-10-7 0-10-7 0-9-2 1-10-3 3-1-12 3-7-5 3x6 = 3x8 = 3.A = Scale = 1:35.2 4x4 = 3x4 = 3x8 M18SHS = 3x4 = 4x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Lld TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.34 10-12 >731 360 TCDL 12.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.59 10-12 >416 240 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(CT) 0.04 9 n/a n/a BCDL 8.0 Code FBC2020frP12014 Matrix -AS Attic -0.17 10-12 483 360 LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 9=0-8-0 Max Horz 1=11(LC 5) Max Uplift 1=-598(LC 4), 9=598(LC 5) Max Grew 1=1297(LC 10), 9=1297(LC 10) PLATES GRIP MT20 244/190 M18SHS 244/190 Weight: 86 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD 4-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2898/1258, 2-3=-2402/912, 3-4=2110/878, 4-5=-571/1346, 5-6=-571/1346, 6-7=-2109/878, 7-8=-2402/912,8-9=2898/1258 BOT CHORD 1-12=-1080/2629, 10-12=-596/2046, 9-10=1083/2629 WEBS 4-6=-3619/1588, 7-1 0=-1 36/580, B-10=642/536, 3-12=136/580, 2-12=-642/536 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 2-11-9, Interior(1) 2-11-9 to 10-2-13, Extedor(2R) 10-2-13 to 13-2-13, Interior(1) 13-2-13 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) 150.01b AC unit load placed on the top chord, 10-2-13 from left end, supported at two points, 3-0-0 apart. 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) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7, 4-6 10) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-12 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 598 lb uplift at joint 1 and 598 lb uplift at joint 9. 12) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord. 13) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. akJIN 'GEN.S'.����. No 68182 •,. I S F • 4(1 4.'........ A `% fllll Joaquin. Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 2,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• is ahvays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTP11 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 T23416891 J40925 CO3GE GABLE 1 1 Job Reference (optional) test UOast i russ, m. vierce, FL - a4y9b, o.yov s rviai — auc , rvu r en a iuumi ice, a 'Ni ayo , ID: BfE2eYtRJuxkv2kx E7pl ITy69Kz-OpTD27y4Yd FVyLQt2kIjFmZaSP v?LZhzm?k6KzV BdY 5-4-3 10 2-13 15-1-7 20-5-10 5 4-3 4-10-10 4-10-10 5-4-3 I Scale = 1:37.1 2x4 = 46 = 1x4 II 3 1x4 II 5.00 F12 1x4 II 1x4 II " 1x4 11 1x4 I I 47 48 1x4 II 1 x4 \\ 1x4 2 q 1x4 II 1x4 II 1x4 II 1x4 II 46 1x4 II x II 49 1x4 II U4111411 1 1 x4 I I H 5 ., D 11 1x4 Ili Io5 d ee 1x4 °e � r 1x4 II U4 II 1x4 II 8 1x4 II 1x4 II 7 6 1x4 II 1x4 11 1x4 II e 11 3x4 = 3x6 — 3x4 = 4x10 = - 4x10 = 1x4 11 1x4 11 1x4 11 1x4 11 1x4 11 0- -13 6-11-12 13-5-14 20-2-13 20510 0- - 3 6-8-15 6-6-3 6-8-15 0- - 3 Plate Offsets (X Y)— [1:Edge 0-0-3] [3:0-2-0 0-0-12], [5:Edge,0-0-3] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.11 8 >999 360 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.11 8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(CT) 0.03 5 n/a file BCDL 8.0 Code FBC2020/TPI2014 Matrix -AS Weight: 133 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 31 BOT CHORD 4-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (s]ze) 1=0-8-0, 5=0-8-0 Max Horz 1=11(LC 13) Max Uplift 1=-2609(LC 11), 5=2609(1_13 14) Max Grav 1=2674(LC 16), 5=2674(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5970/5841, 2-3=-3615/3529, 3-4=3615/3529, 4-5=5970/5841 BOT CHORD 1-8=-5261/5431, 6-8=-209811985, 5-6=525015431 WEBS 3-6=-552/639, 4-6=433/548, 3-8=-552/639, 2-8=-433/548 NOTES- 11111111!/// 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., IN GCpi=0.18; C-C Exterior(2E) to 2-11-9, Interior(1) 2-11-9 to 10-2-13, Extedor(2R) 10-2-13 to 13-2-13, Interior(1) 13-2-13 to ,��P01i • ........ • F� �/� -0-0-7 20-6-1; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 ,�� ,o . •�\ SF•.• i�� 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 ANSIIrPI 1. No 68182 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 Do. �• S 1= 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 ,�\' • A, will fit between the bottom chord and any other members. ction 609 uplift lb capable mechanical others) russ to 2DOL= aConnect �� R �'�,SS1 y plate 10at %�, 0 N A joint CIE %% truss hasn designed ned for a total drag load of 433nfi1f Lumber DOL= 1 33h Plate 1 33 trussto9esisPlift 9 9 P ( ) 9 P ( ) 11111 drag loads along bottom chord from 0-0-0 to 20-5-10 for 433.0 plf. Joaquin Velez PE No.68182 11) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord. 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 p� building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mew is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdeation, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPlt 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 T23416892 J40925 C04GE GABLE 4 1 Job Reference (optional) ❑asr"oasc truss, rn. rierua, rr.-Off—, �w,,,.. ..r, � ,���-• may_ . ID:BfE2eYtRJuxkv: kx; IITy6Kz 9-U01bFTziJNMaSZrRiF_GTJn?somkgKrCQkHemzVBdX 5-4-3 15-1-7 20-5-10 5-4-3 4-10-1010-2-13 4-10-10 5-4-3 ' \ Scale = 1:37.1 3x4 = 3x4 = 1x4 II 1x4 II 2x4 = 4x4 = 3x6 = 3x4 = tx4 11 1x4 11 1x4 11 3x4 = 0-z-13 6-11-12 13-5-14 i 20-2-13 20,5�10 0. - 3 6.8-15 B-6-3 6-8-15 0-2-13 Plate Offsets (X Y)— [3:0-2-0 0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.09 8 >999 360 MT20 2441190 TCDL 12.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.13 6-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.23 Horz(CT) 0.04 5 n/a n/a BCDL 8.0 Code FBC2020/TPI2014 Matrix -AS Weight: 131 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD 4-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 5=0-8-0 Max Horz 1=11(LC 5) Max Uplift 1=715(LC 4), 5=715(LC 5) Max Grav 1=996(LC 9). 5=996(LC 9) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1958/1414, 2-3=-1752/1331, 3-4=1752/1331, 4-5=1958/1414 BOT CHORD 1-8=-1201/1738, 6-8=-687/1134, 5-6=1190/1738 WEBS 3-6=392/576, 4-6=-434/466, 3-8=-392/576, 2-8=-434/466 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., 11111111F/ j GCpi=0.18; C-C Extedor(2E) -0-0-7 to 2-11-9, Interior(1) 2-11-9 to 10-2-13, Exterior(2R) 10-2-13 to 13-2-13, Interior(1) 13-2-13 to 20-6-1; cantilever left and right exposed Lumber DOL=1.60 DOL=1.60 GO IN VF< ; plate grip 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 ,��� G E N • • ,�� '�\ S'-••, 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 No 68182 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. - .`. .� ;. S ATE OF 4/� � • � 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 715 lb uplift at joint 1 and 715 lb uplift at 5. �� ,�\ • A' Q •: _ �i joint 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord.,,N% •. O R ��•'•` ��` �11/1111111 Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 2,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall / building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Baron Island Storage T23416893 J40925 C05 Hip 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, a.gou s Ivlar zz Lucl wu I ex uwuburos, ero. I r Iu ^PI r u". 7 ry 4v41 ray. ID:BfE2eYtRJuxkv2kxE7pilTy69Kz-UO1bFTziJwNMaSZcRIF_GTJovsomkqurCQkHemzVBdX 10-3-9 5.4.3 10.2-1 10. 13 15-1-7 20.5.10 5-4-3 4-9-14 5 2 49-14 5-4-3 0.0.12 Scale = 1:35.7 4x4 - 3x4 = 3x6 = 3x4 = 3x4 = 3x4 = 0-�-j3 6-11-12 13-5-14 20-2-13 20-5.10 0. - 3 6-8-15 6-6-3 6-&15 0.2-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES , GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.08 6-14 >999 360 MT20 2441190 TCDL 12.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.13 6-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.04 5 n/a rile BCDL 8.0 Code FBC2020/TPI2014 Matrix -AS Weight: 87 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD 4-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 5=0-8-0 Max Horz 1=-12(LC 4) Max Uplift 1=-624(LC 4), 5=624(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=-1959/1196, 2-3=-1753/1131, 3-4=1753/1131, 4-5=1959/1196 BOT CHORD 1-8=-1024/1739, 6-8=-579/1139, 5-6=-1012/1739 WEBS 4-6=-430/411, 2-8=430/411, 3-8=-331/573, 3-6=-331/573 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 2-11-9, Interior(1) 2-11-9 to 10-2-13, Extedor(2R) 10-2-13 to 14-5-12, Interior(1) 14-5-12 to 20-6-1; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 ',�� ��I�' 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific ��� 4 to the use of this truss component. ��OPOU IN VF� ♦♦♦ 4) Plates checked for a plus or minus`O 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. :� , .' �� Ci E N S'�: •? ♦ice 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. No 68182 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 624 lb uplift at joint 1 and 624 lb uplift at joint 5. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the tap chord. S OF Ile ♦0�1S/0NA 1E���• Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 2,2021 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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-99 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 - Tampa, FL 36610 Job Truss Truss Type Qty Ply Baron Island Storage T23416894 J40925 C06 Hip 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MITek Industries, Inc. Thu Apr i 04:49:1 / 202i Page i ID:BfE2eYtRJuxkv2kxE7pilTy69Kz-yCazSp_K4EVDCc8p?TnDpgs_mF7CTIM_R4UgBDzVBdW 4-3 13 B-2-1 12-3-9. 16-1-13 20-5-10 4-3-13 3-10A 4-1-9 3-10-4 4-3-13 4x8 = 4x4 = Scale = 1:34.6 4x4 = 3x4 = 5x8 = 4x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.11 8-11 >999 360 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.22 8-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.04 6 n/a n/a BCDL 8.0 Code FBC2020/TPI2014 Matrix -AS Weight: 93 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD 4-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 6=0-8-0 Max Horz 1=11(LC 5) Max Uplift 1=-660(LC 4), 6=660(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=-1996/1381, 2-3=-1611/1118, 3-4=1480/1109, 4-5=-1611/1118, 5-6=1996/1381 BOT CHORD 1-8=-1203/1796, 7-8=-829/1387, 6-7=1192/1796 WEBS 2-8=459/413„ 3-8=107/286, 4-7=-136/286, 5-7=-458/414 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. ll; Exp D; Encl., GCpi=0.18; C-C Exterior(2E) -0-0-7 to 2-11-9, Interior(1) 2-11-9 to 8-2-1, Exterior(2E) 8-2-1 to 12-3-9, Exterior(2R) 12-3-9 to 164-2, Interior(1) 16-4-2 to 20-6-1; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 o% 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific ,�� PQU N to the use of this truss component. ��, ,O , G EN • 4) Provide adequate drainage to prevent water ponding.•�\ S'�:•.� i� 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. No 68182 7) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 660 lb uplift at joint 1 and 660 lb uplift at = "0 jr Z joint 6. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord. toST O F N AL �,4tG Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: 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 properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qly Ply Baron Island Storage T23416895 J40925 C07G Hip Girder 2 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 04:49:25 2021 Page 1 ID:BfE2eYtRJuxkv2kxE7pliTy691Czjk3_8Y4LChW49rlLT8w57MBFyUvKLvJ9GJQGTIzVBdO 3-3-5 6-1-2 10-2-13 14-4-8 17-2-5 20-5-10 2-9-13 4-1-11 4-1-11 2-9-13 3-3-5 4x8 = s no F17 Special Special U4 II Special 4x8 = 22 4 23 5 Scale = 1:33.9 M I� 3x4 =2x4 II 3x4 = Special 3x8 = 4x6 = 3x4 = 2x4 11 3x4 — HJC26 Special Special HJC26 LOADING (psf) TCLL 20.0 TCDL 12.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020/TPI2014 CSI. TC 0.71 BC 0.42 WB 0.18 Matrix -MS DEFL. in Vert(LL) 0.22 Vert(CT) -0.17 Horz(CT) -0.05 (loc) I/deft 11 >999 11 >999 7 n/a Ud 360 240 n/a PLATES GRIP MT20 244/190 Weight: 230 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-11 cc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD 4-0-0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 7=0-8-0 Max Horz 1=-13(LC 4) Max Uplift 1=-2085(LC 4), 7=2084(LC 5) Max Grew 1=2260(LC 19), 7=2260(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5191/4874, 2-3=-5123/4926, 3-4=5439/5266, 4-5=5439/5266, 5-6=5123/4928, 6-7=-5191/4876 BOT CHORD 1-13=-4433/4743, 12-13=-4433/4743, 11-12=4453/4729, 9-11=-4441/4729, 8-9=-4422/4743, 7-8=-4422/4743 WEBS 2-12=-518/523, 3-12=-1188/1219, 3-11=-721/755, 4-11=697/813, 5-11=-720/755, 5-9=-1188/1219, 6-9=518/523 NOTES- ,IIIIIIIII/II 1) 2-ply truss to be connected Top chords connected as follows: 2x4 d 1 row at 0-9-0 cc. nails as follows: QU I N vl,�_' , Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc. J Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 99 `���SF. #i 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. No 68182 .0 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. 11; Exp D; Encl., GCpi=0.18; C-C Exterior(2E) -0-0-7 to 2-11-9, Interior(1) 2-11-9 to 6-1-2, Exterior(2R) 6-1-2 to 10-2-13, Interior(l) 10-2-13 to 14-4-8, cc Z Exterior(21R) 14-4-8 to 18-7-7, Interior(1) 18-7-7 to 20-6-1; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 T :• • 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specifici 3 S F to the use of this truss component. i x\ • A- Q • _ �� 6) Provide adequate drainage to prevent water ponding. 7) Plates checked for a plus or minus 0 degree rotation about its center. ��/ sS ........ • •' �� �� his truss has been designed for a 10.0 psf bottom chord ve load 9) TThis truss has been designed fora lie load of 20.Opsf onl r the bottom chord in all areas where rent with any other live arectangle 3-6-0 tall by 2-0-0 wide '��� 11111111110. will fit between the bottom chord and any other members. Joaquin Velez PE No.68182 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2085 lb uplift at joint 1 and 2084 lb MIek USA, Inc. FL Cert 6634 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 8-2-9 oc max. starting at 6-1-8 from Date: the left end to 14-4-2 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. -Continued-o ge 2 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informatlon 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 T23416895 J40925 C07G Hip Girder 2 Job Reference o tional East Coast Truss, Ft. Pierce, FL - 34946, n.43u s Mar zz zuz I MI I eK Inous[nes, Inc. I nu mpr I Uff:4W:L0 LUG 1 I.Y. c ID: BfE2eYtRJuxkv2kxE7pilTy69Kz-j k3_8Y4LCh W49riLT8w57MB FyUvKLvJ9 GJQGTIzVBdO NOTES- 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 292 lb down and 355 lb up at 8-1-15, and 281 Ib down -and 355 lb up at 10-2-13, and 292 lb down and 355 lb up at 12-3-11 on top chord, and 64 lb down and 37 lb up at 8-1-15, and 64 lb down and 37 lb up at 10-2-13, and 64 lb down and 37 lb,up at 12-3-11 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: 12=-707(B) 11=-50(B) 4=-113(B) 9=-707(B) 22=-113(B) 23=113(B) 26=-50(B) 27=-50(B) A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/i 912020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, sand Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall p � building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IyliTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/fP/f Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Saretyinformatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 213601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Baron Island Storage T23416896 J40925 ZCJ1 Jack -Open 8 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 04:49:25 2021 Page 1 ID:BfE2eYtRJuxkv2kxE7pliTy69Kz-jk3_8Y4LChW49HLT8w57MB06UzXLx89GJQGTLzVBdO 0-11-4 0-11-4 TRUSS MUST BE CONNECTED TO THE BEARINGS 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. 2x3 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.00 6 n/r 120 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 FBC2020ITP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 2=Mechanical, 3=Mechanical Max Harz 2=-264(LC 4), 3=330(LC 4) Max Uplift 2=314(1_C 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 Scale = 1:6.8 PLATES GRIP MT20 244/190 Weight: 3 lb FT = 0% BRACING - TOP CHORD _ Structural wood sheathing directly applied or 0-11-4 oc puriins. 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); 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 314 lb uplift at joint 2. ,till N V t EN No 68182 � r OF till Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FIL 33610 Date: April 2,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with MI eW connectors. This design is based only upon parameters shown, 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 MiTeic� is always required for stability and to prevent collapse 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 T23416897 J40925 ZCJ3 Jack -Open 8 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 2x3 = 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 04:49:26 2021 Page 1 ID:BfE2eYtRJuxkv2kxE7pllTy69Kz-BxdNLu5_z?exn?KX1sRKgajW]uFi400JVz9p?BzVBdN Scale = 1:11.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.01 3-6 >999 360 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 `BC 0.41 Vert(CT) -0.01 3-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 8.0 Code FBC2020/TPI2014 Matrix -MP Weight: 9 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 2=Mechanical, 3=Mechanical Max Horz 1=198(LC 4) Max Uplift 1=155(LC 4), 2=21O(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. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 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=4.8psf; 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 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 155 lb uplift at joint 1, 210 lb uplift at joint 2 and 41 lb uplift at joint 3. �� Qu IN E N No 68182 1Z �� ST OF �/� unl Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 2,2021 ® WARNING - Venry 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 ANSUM11 Quality Cdteda, 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 T23416898 J40925 ZCJS Jack -Open 8 1 Jab Reference o tional East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 04:49:26 2021 Page 1 ID:BfE2eYtRJuxkv2kxE7pilTy69Kz-BxdNLu5_z?exn?KX1sRKgaiRLuBe400JVz9p?BzVBdN 4-11-4 4-11-4 Scale = 1:15.1 2x4 = 2-1 4-11 A -2-1 4-8-7 Plate Offsets (X Y)— [1:0-1-8 0-1-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.09 3-6 >670 360 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 BC 0.67 Vert(CT) 0.07 3-6 >848 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 2 n/a n/a BCDL 8.0 Code FBC2020/TPI2014 Matrix -AS Weight: 16 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD 4-0-0 oc bracing. REACTIONS. (size) 1=0-8-0, 2=Mechanical, 3=Mechanical Max Horz 1=325(LC 5) Max Uplift 1=-263(LC 4), 2=368(LC 5), 3=-50(LC 5) Max Grav 1=270(LC 9), 2=240(LC 9), 3=83(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=7.0psf; BCDL=4.8psf; h=17ft; Cat. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2E) -0-0-7 to 2-11-9, Interior(1) 2-11-9 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. ,,'� r r r rr,' 4) Plates checked for a plus or minus 0 degree rotation about its center. ��� t 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,�� PQU N V,�,' 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 E N will fit between the bottom chord and any other members. `1� $�.? �10- 7) Refer to girder(s) for truss to truss connections. 0 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 263 Ito uplift at joint 1, 368 Ito uplift at _ No 68182 0 joint 2 and 50 lb uplift at joint 3. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord. S OF �:�41J unr Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 2,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE.�� Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members. only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and 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 Oily. Ply Baron Island Storage T23416899 J40925 ZEJ6 Jack -Open 6 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 04:49:27 2021 Page 1 ID:BfE2eYtRJuxkv2kxE7pilTy69Kz-f7BIZE6ckJmoPBvkaZyZDnGaYHUuprdSkdvMXezVBdM 6-1-2 Scale = 1:17.9 3x4 = 6-1-2 d 2-1 5-10-5 Plate Offsets (X,Y)— [1:0-1-8 0-0-8j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.16 3-6 >446 360 MT20 - 244/190 TCDL 12.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.14 3-6 >524 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 2 file n/a BCDL 8.0 Code FBC2020rrP12014 Matrix -AS Weight: 19 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD 4-0-0 oc bracing. REACTIONS. (size) 1=0-8-0, 2=Mechanical, 3=Mechanical Max Horz 1=366(LC 5) Max Uplift 1=-302(LC 4), 2=-440(LC 5), 3=-42(LC 5) Max Grav 1=329(LC 9), 2=297(LC 9), 3=100(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces250 (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 2-11-9, Interior(1) 2-11-9 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. � 1 11l1 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads. t%1111111 %01% V N V 1 Q F psf 6) " This truss has been designed for live load 3-6-0 tall by 2-0-0 ,, • , �j a of 20.Opsf on the bottom chord in all areas where a rectangle wide will fit between the bottom chord and any other members. :� , .'�,\ G E N g' 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 302 lb uplift at joint 1, 440 lb uplift at No 68182 joint 2 and 42 lb uplift at joint 3. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord. F �/= :� S #1; '•���,� . �4 P N��� •,�S'S�� N A E .%% lltll Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 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 ontywhh MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall r building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-09 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Baron Island Storage T23416900 J40925 ZEJ6A Monopitch 4 1 - Job Reference o tional East Coast Truss, Ft. Pierce, FL - 34946, 3x4 = ci.4SU s mar zz NCI IVII I UK IrIUU51ne5, IFIC. I IlU r Pr I V V.4- 4" I rage , ID: BfE2eYtRJ uxkv2kxE7pl ITy69Kz-f7BIZE6ckJ m oP8vkaZyZDnGZKHU n prdSkdvMXezVBdM 2x3 11 3x6 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.16 3-6 >445 360 TCDL 12.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.14 3-6 >516 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 1 n/a n/a BCDL 8.0 Code FBC2020fTP12014 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 3=Mechanical Max Horz 1=354(LC 4) Max Uplift 1=-302(LC 4), 3=461(LC 5) Max Grav 1=324(LC 9), 3=377(LC 9) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-290/418 Scale = 1:18.4 PLATES GRIP MT20 244/190 Weight: 23 lb FT = 0% 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.Opsf; BCDL=4.8psf; h=17ft; Cat. 11; Exp D; Encl., GCpi=0.18; C-C Exterior(2E) -0-0-7 to 2-11-9, Interior(1) 2-11-9 to 5-11-6; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 chordand 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 302 lb uplift at joint 1 and 461 lb uplift at joint 3. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord. ``1111111111j11I `,��OPply I N \ DEN Jam No 68182 141 0.0 do • F •_�� �i111fill 0 N At IE Joaquin Velez PE No.68182 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. 5119/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP/i Quality criteria, DS8-89 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 T23416901 J40925 ZHJ6 Diagonal Hip Girder 4 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 U4:48:28 ZU21 Page 1 ID: BfE2eYtRJuxkv2kxE7plITy69Kz-7Jl7ma6EUcufOlUw8HTol?pjmhr8YBXczHew34zVBdL 4-5-4 8-6-10 4-5-4 4-1-6 3 4 3x4 = Scale = 1:18.1 . 0-4.0 4-5-4 8.6-10 , 0.4.0 4-1-4 4-1-6 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 (Ioc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.06 7-12 >999 360 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.05 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.47 Horz(CT) -0.01 6 n/a n/a BCDL 8.0 Code FBC2020frP12014 Matrix -MP Weight: 37 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-1 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=-1006(LC 5), 6=905(LC 5) Max Grav 1=593(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=-950/1222, 3-6=-240/334 BOT CHORD 1-7=-1482/960, 6-7=-1482/960 WEBS 2-6=-1024/1580 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 4-5-4, Exterior(2R) 4-5-4 to 8-6-10; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 ,'�� f (t/�� 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. �� I N 3) Plates for 0 degree ��OPQU checked a plus or minus rotation about its center. 4) This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads. �� , .•�\ G E N S4s,'? ♦♦� psf 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: No 68182 •� * 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1006 lb uplift at joint 1 and 905 lb uplift �� at joint 6. 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 •� S F 4-2-15, 316 lb down and 237 lb up at 4-2-15, and 387 lb down and 356 lb up at 7-0-14, and 387 lb down and 356 lb up at 7-0-14 on top chord, and 54 lb down and 235 lb up at 1-4-15, 54 lb down and 235 lb up at 1-4-15, 28 lb down and 39 lb up at 4-2-15, 28 lb 1♦0,0'.� Q' • _�` ♦i '� ♦ down and 39 lb up at 4-2-15, and 50 Ib down and 50 lb up at 7-0-14, and 50 lb down and 50 lb up at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. .; R \ �� ♦♦♦i SS '" • "' - 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ���� If N A; LOAD CASE(S) Standard Joaquin Velez PE No.68182 1) Dead + Roof Live (balanced): Lumber Increase=l'.25, Plate Increase=1.25 MiTek USA, Inc. FL Cart 6634 Uniform Loads (plf) 6904 Parke East Blvd. Tampa FL 33610 Vert: 1-3=64, 34=24, 5-8=16 Date. April 2,2021 —Eorttinued-o ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. LEI' 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 MITe K• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 Quality Criteria, DSB-89 and BCSI Building Component 69D4 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 T23416901 J40925 ZHJ6 Diagonal Hip Girder 4 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 04:49:28 2021 Page 2 ID: BfE2eYtRJuxkv2kxE7pilTy69Kz-7Jl7ma6EUcuf01Uw8HTol?pjmhr8YBXczHew34zVBdL LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 7=-29(1`=-14, B=14) 13=-106(F=-53, B=-53) 14=-108(F=-54, B=-54) 15=-69(F=-34, B=-34) ®WARNING - Ved(y 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 Inv 11' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-116 , - -I- For 4 x 2 orientation, locate plates 0- ''+8' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. " Plate Iodation details available in MiTek 20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS C1-2 C2-3 o WEBS °3v 4 _OZ p a O o ~ c7-8 C6a C5-6 BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS [CC -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 11�1♦ all[ 0 M!Tek a MiTek Engineering Reference Sheet: Mll-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 ANSIlrPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated. 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 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 UST BE INSTALLED PRIOR TO DIAPHRAMS HAVE NOT BEEN ANALYZED BY NSTRUCTIONS ON THE BCSI-61 SUMMARY SHEETS PLIES AND THE CONNECTION INFORMATION. ALL HANGERS ARE SIMPSON STRONG -TIE OR USP INSTALLING ANY TRUSSES! FAILURE TO EAST COAST TRUSS. 2) PERMANENT BRACING FOR THE STRUCTURE IS HE OUR DESIGN DEPARTMENT MUST APPROVE UNLESS OTHERWISE NOTED. INSTALL HANGERS FOR ERECTION AND INSTALLATION OF TRUSSES ESPONSIBILITY OF OTHERS. ALTERATIONS AND/OR REPAIRS TO TRUSSES IN ACCORDING TO THE CURRENT SIMPSON STRONG -TIE O SO MAY RESULT IN DAMAGED TRUSSES AND WILL FOLLOW INSTRUCTIONS ON THE BCSI-131 SUMMARY 3) INSTALL WEB BRACING AS STATED ON SEALED ADVANCE. OR USP CATALOG OID ALL WARRANTIES. SHEETS AND SEALED ENGINEERED TRUSS DRAWINGS VzNGINEERING TRUSS DRAWINGS. 2'-0"PLATE HT. Indicates Left End Of Truss On Layout & Engineering Sheets HARD WARt: =HJC26 HANGERS (QTY. 4) - RECEIVED JUL 19 2021 12' 0" St. Lucie County Permitting J r� En M U U U N N N �'o ZCJ1 ZCJ3 CJ5 EJ6A 5' 10`5/16 TO FACE EJ6 12 5r ,i {it O% fill/� 5 ,.� JEL MgRT F6' \\ ... .sea 41 y�GEnICFa, e�. 213 � ol, No 047182 q /� v STATE OF "44 ORI Cn ENGINEERED TRUSS SYSTEMS 1■ILM I EAST COAST TRUSS 5285ST.LUCIEBLVD. FT. PTERCE,'FL 34946 OFFICE: (772) 466-2480 FAX: 4772)466-5336 USTOMER:Benchmark III Corporation )B NAME: Baron Island Storage DDRESS:9500 South Ocean Dr. ITY/COUNTY:Jensen Beach/Martin JOB # J40926 JOB # MODEL:Building F SQ FT 1483 ft2 DATE 01/04/21 LATEST=04/01/21 IN ACCORDANCE WITH THE FLORIDA ADMINISTRATIVE CODE 61G HS-31.003 (3) (e), EAST COAST TRUSS 6 the "Truss Design Enginu,r" Trusses are designed iu accordance with the Florida Building Code TIMBER PRODUCTS NOTE: By approving this placement plan(s), signatured A anywhere on this sheet, the customer or his representitive acknowledges that this placement plan complies with the structural intent of the project. i The customer also acknowledges that this approval authorizes EAST COAST TRUSS to manufacture these trusses and deliver them to the project indicated on this drawing. The customer also acknowledges that he/she accepts — financial responsibility for any repair, engineering, and —� labor required due to errors other than those of EAST Q COAST TRUSS. Z Signed: Date: H Q CODE = FBC 2020/TP12014 ASCE 7-16 DESIGN CRITERIA =C&C CC OCCUPANCY CATEGORY= 11 G EXPOSURE = D Q MWF SPEED =165 BUILDING TYPE =ENCLOSED MEAN HEIGHT: 17.00 ft U) GRAVITY LOADS U) W J Z D ROOF: DUR FACTOR= 1.25 U) PSF=TCLL-TCDL-BCLL-BCDL I_LI 20.0,12.0,0.0,8.0 LOADS PER FBC & FRC U) *NON -CONCURRENT BC LL 10psf :D CONCURRENT BC STORAGE LL 30 psf LJ C/) DEFINITIONS MWF = MAIN WIND FORCE O C&C = COMPONENTS AND CLADDING F-- TOB = TOP OF BEARING W TC = TOP CHORD 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. !X6 STRONG BACK BRACING, 10'-O" O.C., IS RECOMMENDED ON FLOOR TRUSSES �1 0. SPANNING 20'-O" OR MORE AUTION: SPANS GREATER THAN 30'-0" U UST BE SET WITH A SPREADER BAR. THE PREADER BAR SHOULD BE AT LEAST 1/2 J D '3 IN LENGTH AS THE SPAN OF THE TRUSS a EING SET. \ EFER TO BCI-B1 FOR COMPLETE O RECTION AND SAFETY PROCEDURES. 0 ALL BEAMS BY BUILDER ry NOTE: TRUSSES DO NOT L.1_ SUPPORT ANY PLANT SHELVES _�e 1. 3-22-2021 Revise Loading SB /4-1-2021 Revise Dbl. Truss To Single Truss Over Unit Separation Wall SIB Q 3- 4- ?'I 5- 6- M TRUSS PLACEMENT PLAN 1/4" if plotted