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HomeMy WebLinkAboutRevisions; Shop Truss DrawingOFFICE USE ONLY: DATE FILED: 7 / a yy� REVISION FEE: PERMIT #— 2010— (D,)-7/ RECEIPT # PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DIVISION 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982-5652 (772) 462.1553 APPLICATION FOR BUILDING PERM ID' RA PROJECT INFORMATION LOCATION/SITE , COPY ADDRESS: 9563 S OCEAN DR BLD F, JENSEN BEACH, FL 34957 DETAILED DESCRIPTION OF PROJECT REVISIONS: Shop Truss Drawiings CONTRACTOR INFORMATION: STATE of FL REG./CERT. #: BUSINESS NAME: HOOKS CONSTRUCTION CO LLC QUALIFIERS NAME: STEVEN C HOOKS ADDRESS: 2211 S KANNER HWY CITY: STUART STATE: FL PHONE (DAYTIME): (772) 419-8828 OWNER/BUILDER INFORMATION: NAME: ADDRESS: CITY: PHONE (DAYTIME: STATE: ARCHITECT/ENGINEER INFORMATION: NAME: ADDRESS: CITY: PHONE (DAYTIME): SLCCC: 9123109 Revised 07117/18 STATE: ST. LUCIE CO CERT. #: 25620 ZIP: 34994 FAX: (772) 237-3757 IOI:�:ii FAX: ZIP: ZIP: . . Transmittal CONSTRUCTION Submittal: 0300&'-008-Truss Revision 2 ..: 2211 South. Kanner Highway ' . . • .: Submittal Date:: 04/16/2021::. • . .. � . Stuart FL 34994 772-I1 "828 :. -License:: CGC 061217 : R. ... ..... .... .. .... .... . —:wr..:. To: n2 architecture + design -.Project: 914 2081 SE Ocean Blvd. Baron Island Storage JUL:.t 9 2.021. :Suite IA 9563 S. Ocean Drive'.':'. Stuart FL 34996 :.:.: t ounty : Jensen Beach F.L.34957 S .Lucie Count Return packaged. required no later'than:.:.:... 04/23/2021 :'''Submitted By: Jodi Peterson Attached please n 't a submittals or:. 03000=008.Truss Revision 2' " "" .. . .... .... . SHC}P=x�RA I�1ClS „ B,1l lTTA► REVIEW X `RE1JlsEli4tED ` REVIEWE®1WITH CHANGEVNQ- [EVISE�►T�tD [2ESUBNf[T ` -REJECTED pe C ,. A with plan and s�fi at�os This r�vtew skfor eneraf coniormarace c, 611 A':` o ralsgare subject to,stabc:c tractors perForrna b- within`t�iej c4safinEs of .#lie ctintra`ct dc�cu.ments : `Rev 6Wx, dim'eris ors ill _not iser re ore ie e a ms con rae e a icon ad ua..felspgms i i,.y� oriw�ny :. ' deviation tfrom the contract requirements ; Nick Nobili/ Project Manager Da�E r.. Apri116, 2021 Hooks Conatru:ctton j9 o � r 'Kantie'rA,Highvay► Stiatt FL`r3499?� . STRUCTURAL SUBMITTAL:EVALUAT[Old:::. NO EXCEPTIONS. NOM,, REVIEWED NO +CORRECTIONS NOTED. a EXCEPTIONS AS NOTED....-'...'­;..MAKE+CORRECTIONS:AS NOTED NO. RESUBMITTAL RE©UIREt). REVISE AND RESUBMIT ,._ MAKE CC}RRECTt®NS.AS NOTED & RESUBF�iIT DOCUMENTS.I+OR REVIEW...: . CONTRACTOR APPROVAL-.....-: SUBMITTAL. SHALL BE REVIEWED AND STAMPED AS.APPR01/ED .YTHq.00NTRACTOR: PE SEAL AND SIGNATURE S(GN ANDSEAL ENGINEERING: SUBAiITTAL AS ~J . _REQl11RFD BY CONTRACT DOCUMENTS E]: NO REVIEW..,..;.;,::......... 'SUBMITTAL RETURNED 1NITHOUT BRS REVIEW u m . are -only reviews or genera con rmaRce wi _ e . esrgn. m .n o . e truciura Opas action Dacuments. ,Fbe'& egate'd i specialty'engin>±eriPg submittals; no detailed check: of calculations . is made:: BRS does not' warratrt 9r represent .that the inforrnation_ cor�tamed in :submittals; is'ertlier, accurate or compute ",Thy General Contractor / Construction Mara er is solet ;responsible for- con6mtih 'all , uant i _, dihiensions, details, nicians and methods ot; cons : coon, cQardirtatirigfgrk'tistith; of er trades,, Arid for: assuring that wont =is performed in'. 3. MII. MiTek' RE: J40922 - Baron Island Storage Site Information: ' Customer Info: Benchmark III Corp Lot/Block: - Address: 9500 South Ocean Dr., - City: Jensen Beach ., Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Project Name: Baron Island Storage Model: Subdivision: - State: FL MiTek USA, Inc. 69r04ppParke East Blvd. Bul�olflg CL 33610-4115 Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License M 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: 42.0 psf Floor Load: N/A psf This package includes 17 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name , Date RECEIVED 1 T23418359 A01 4/2/21 2 T23418360 A02GE 4/2/21 3 T23418361 A03GE 4/2/21 JUL 19 4 T23418362 A04 4/2121 2021 5 T23418363 A05 4/2/21 6 T23418364 A06 4/2/21 St. Lucie County ry 7 T23418365 A07GE 4/2/21 Permitting in g 8 T23418366 . A08 4/2/21 9 T23418367 A09 4/2/21 10 T23418368 A-10G 4/2/21 11 T23418369 A18 4/2/21 12 T23418370 ZCJ 1 4/2/21 13 T23418371 • ZCJ3 4/2/21 14 T23418372 ZCJ5 412/21 15 T23418373 ZEJ6 4/2/21 16 T23418374 ZEJ6A 4/2/21 17 T23418375 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: 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 ANS11TH 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/TR 1, Chapter 2. FILE 1COPY • �"G E 3 �� No 9 10 STATE' OF :�41/� #O N A � E��``� 11111 Julius Lea PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 2,2021 Lee, Julius 1 of 1 MAY 7, 2019 LATERAL TOE -NAIL DETAIL Mil-TOENAIL_SP MiTek USA, Inc. Page 1 of 1 I� LJLJ O 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 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 C��',j��\`�I-�Iy��-,u-I, FOR MEMBERS OF DIFFERENT SPECIES. ENGINEERED BLJ �T�JO 0 A MiTek Affiliate THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW OE -NAIL SINGLE SHEAR VALUES PER NDS 2018 (lb/nail) DIAM. SP DF HF SPF SPF-S .131 88.0 80.6 69.9 68.4 59.7 p .135 93.5 85.6 74.2 72.6 63.4 J in .162 108.8 99.6 86.4 84.5 73.8 ri z .128 74.2 67.9 58.9 57.6 50.3 .131 75.9 69.5 60.3 59.0 51.1 N .148 81.4 74.5 64.6 63.2 52.5 of 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 e VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE 45.000 SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2x6) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE Job Truss Truss Type City Ply Baron Island Storage ' T23418359 J40922 A01 Common 34 1 Job Reference (optional) East Coast Truss, R. Pierce, FL - 34946, 8.430 s Mar 22 2021 MTek Industries, Inc. Thu Apr 1 07:38:05 2021 Page 1 ID:CdT_iFF72QUA1 BrIABZguEy6mes-PfZm6wYGw3XAG3PKJXUHHTKizvl3UiLkMnsmfBzV99G 5-8-2 1110-12 16-1-5 20-2-13 2411 29-6-14 34-11 40-5-10 5-8-2 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 .r ro 15 — 11 14 - .1 3x4 = 3x6 = 5x6 WB = 3x8 = 3x8 = 5x6 WB = 3x4 = Scale = 1:68.4 11 rA 6 3x6 = 0-an13 8-4-1 16-1-5 24-0-5 32-1-9 40.2-13 40.r5r10 0- -13 8-1 1 7-9-4 B-3-0 7-9� 8-1-4 0- -13 Plate Offsets (X,Y)— [3:0-3-0,Edge), [9:0-3-0,Edge) LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 TCDL 12.0 Lumber DOL 1.25 BC 0.80 BCLL 0.0 Rep Stress Incr YES WB 0.84 BCDL 8.0 Code FBC2020frP12014 Matrix -MS DEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) -0.38 14-15 >999 360 MT20 244/190 Vert(CT) -0.66 14-15 >736 240 Horz(CT) 0.16 11 file n/a Weight: 220 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.t BOT CHORD WEBS 2x4 SP No.3 WEBS 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, 2-4=-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 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 Structural wood sheathing directly applied or 2-3-1 oc purlins. 4-0-0 oc bracing. 1 Row at midpt 6-14, 6-15 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; VuB=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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 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. Ul/I11 34869 • r j do r iF• 0RIP •��,. O N AL //111'111�1♦ Julius Lee PE No.34869 MTTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date:. April 2,2021 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 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 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 ANSIITPII 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 s Truss Type Qty Ply BaronIsland Storage [A02GE - T23418360 J40922 GABLE 1 n L Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 07:38:08 2021 Page 1 ID:CdT_iFF72QUA1BrIABZguEy6mes-pEEvkyb9D_vl7X7v_f1 v5yAy7nxhCIA215RGVzV99D 6-2-13 11-2-1 16-1-5 20.2-13 24-4-5 29-3-9 34 2-13 405-10 6-2-13 4-11-4 4-11-4 4-1-8 4-1-8 4-11-4 4-11-4 6-2-13 0 0 5x12 5x5 = 5.00 12 Scale = 1:67.2 11Ia d 1/ -- 1b - - 14 - 1Z 3x4 = 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 NO BCDL 8.0 Code FBC20201rP12014 LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 "Except" 3-3,9-9: 2x4 SP M 31 WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 11=0-8-0 Max Horz 1=44(LC 13) Max Uplift 1=-5273(LC 11), 11=-5273(LC 14) Max Grav 1=5680(LC 16). 11=5680(LC 15) 4x6 = 3x8 = 3x8 = 4x6 = 3x4,= 5x12 C 3x4 I I 10 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TIC 0.86 Vert(LL) 0.2915-17 >999 360 MT20 244/190 BC 0.79 Vert(CT) -0.31 15-17 >999 240 WB 0.31 Horz(CT) 0.07 11 n/a n/a Matrix -MS Weight: 759 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. 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=-13327/12411, 2-4=9986/9144, 4-5=-7249/6655, 5-6=-4718/4220, 6-7=4718/4220, 7-8=-7249/6655, 8-10=-9986/9144, 10-11=13327/12411 BOT CHORD 1-17=-11303/12192, 15-17=-7413/7837, 14-15=2649/3683, 12-14=7375/7819, 11-12=-11296/12174 WEBS 6-14=-841/1427, 7-14=-391/438, 8-14=867/651, 8-12=570/750, 10-12=-542/596, 6-15=-841/1427, 5-15=-391/438, 4-15=867/651, 4-17=570/750, 2-17=-542/596 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. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; 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 20-2-13, Extedor(2R) 20-2-13 to 24-4-5, Interior(1) 24-4-5 to 40-5-10; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 6) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 7) All plates are 2x4 MT20 unless otherwise indicated. 8) Plates checked for a plus or minus 0 degree rotation about its center. 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Continued on page 2 %"%J11i111111"4 �OUU aS C I� 1%1-34869 w 1 O R l ,IIO1N1Al Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119f202O BEFORE USE. Design valid for use only with Mrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall `� building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSIITP11 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 April 2,2021 Job Truss Truss Type Qty Ply Baron Island Storage T23418360 J40922 A02GE GABLE 1 n L Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 07:38:08 2021 Page 2 ID:CdT_iFF72QUA1BrIABZguEy6mes-pEEvkyb9D vl7X7v_fl_v5yAy7nxhCIA215RGVzV99D NOTES- 11) ' This truss has been designed for a 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. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5273 lb uplift at joint 1 and 5273 lb uplift at joint 11. 13) This truss has been designed for a total drag load of 485 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 40-5-3 for 485.4 plf. A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/192020 BEFORE USE. ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 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 T23418361 J40922_ A03GE GABLE 8 1 Job Reference (optional) East coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 07:38:11 2021 Page 1 ID:CdT iFF72QUA1BrIABZguEy6mes-Epw1M d1WvHK_sUfnbhXkakQKoVuPgdkjJ5tgzV99A 5-8-2 1110-12 16-1-5 20-2-13 24-45 295-14 34-9-8 40-5-10 5-8-2 5-2-9 5-2-9 4-1.8 4-1-8 5-2-9 5.82 5x5 = 5.00 12 Scale = 1:68.4 3x6 = 3x4 = 5x6 WB = 3x8 = 3x8 = 5x6 WB = 3x4 = 3x6 3x4 II 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 FBC2020fTP12014 CSI. _TC 0.66 BC 0.80 WB 0.84 Matrix -MS DEFL. in (loc) I/deft Vert(LL) -0.38 14-15 >999 Vert(CT) -0.66 14-15 >736 Horz(CT) 0.16 11 n/a Ud 360 240 n/a PLATES GRIP MT20 244/190 Weight: 379 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-3-2 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD 4-0-0 oc 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 4) 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=-5037/2476, 2-4=-4731/2327, 4-5=3763/1950, 5-6=3810/2117, 6-7=3810/2117, 7-8=-3763/1950, 8-10=-4731/2327, 10-11=-5037/2476 BOT CHORD 1-17=2147/4567, 16-17=1775/3939, 14-15=-1040/2641, 12-14=1756/3939, 11-12=2161/4567 WEBS 6-14=-783/1440, 7-14=-405/427, 8-14=900/551, 8-12=213/599, 10-12=-449/401, 6-15=-783/1440, 5-15=-405/427,4-15=900/551,4-17=213/599,2-17=-449/401 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vuft=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) 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 ANSIIrPI1. 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 14-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by.2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.Opsf. 10) 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. 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 Mrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 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 T23418362 J40922 A04 Hip 2 1 Job Reference (optional) East Coast Truss, R. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 07:38:12 2021 Page 1 ID:CdT_iFF72QUA1 BrIABZguEy6mes-iOUQaJefHDPAc8RgDV6w4x6tCk6ddy?mzN3ePHzV999 6 4� 12-3-4 18-2-1 22-3-9 28-2-6 34-1 4 40-5-10 6-4-6 5-10-13 5-10-13 4-1-8 5-10-13 5-10-13 64-6 M 0 3x6 = 5x5 = 5x8 = �� 11 11 14 13 .1 . , _. 3x4 = 48 M18SHS = 3x8 = 3x4 = 08 M18SHS = 3x4 = Scale = 1:70.0 3x6 = M 0-a,13 9-3-13 18-2-1 22-3-9 31-1-13 40-2-13 42*10 0- -13 9-1-0 8-10-4 4-1-8 8-10-4 9-1-0 Plate Offsets (X,Y)— [3:0-3-0,Edgej, [6:0-5-12,0-2-81, [8:0-3-O,Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.39 11-13 >999 360 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.69 11-13 >704 240 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.46 Horz(CT) 0.17 10 n/a n/a BCDL 8.0 Code FBC2020/TP12014 Matrix -MS Weight: 211 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.1 BOT CHORD WEBS 2x4 SP No.3 WEBS 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) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5009/2463, 2-4=-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=1103/693, 7-11=-244/767, 9-11=519/453 Structural wood sheathing directly applied or 2-2-0 oc purlins. 4-0-0 oc bracing. 1 Row at midpt 4-14, 6-14, 7-13 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. No 34869 00 O N A Julius Lee PE Nb.34869 MiTek USA, Inc. FIL 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 1,4II-7473 rev. 5/19/2020 BEFORE USE. Val' 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 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 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 � T23418363 J40922 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 07:38:13 2021 Page 1 ID:CdT_iFF72QUA1 BrIABZguEy6mes-AC2onfel2WX1 D10snCd9c9f368UQMIDwC1 oCxjzV998 5-8-6 10.11 4 16-2-1 20-2-13 24 3-9 29-6 6 34-9-4 40-5-10 5-8 6 5-2-13 5-2-13 4.0.12 4-0-12 5_ _1 5-2-13 5-8 6 5x5 = 5x5 = 3x4 = 5 26 6 27 7 I 10 15 - JI 14 IJ IL 3x4 = 3x6 = 5x6 WB = 3x8 = 3x8 = 5x6 WB = 3x4 = Scale = 1:70.0 3x6 = 0-$ 13 8-3-13 16-2-1 24-3-9 32-1-13 40-2-13 40-5r10 0.2'13 8-1-0 7-10-4 8-1-8 7-10-4 8-1-0 0- -13 _Plate Offsets (X,Y)— [3:0-3-0,Edge), [9:0-3-0,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.34 14-15 >999 360 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.60 14-15 >814 240 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.17 11 n/a nla BCDL 8.0 Code FBC2020lrP12014 Matrix -MS Weight: 215 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-15 cc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD 4-0-0 cc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. '(size) 1=0-8-0, 11=0-8-0 Max Horz 1=11(LC 5) Max Uplift 1=-1144(LC 4), 11=1144(LC 5) Max Grav 1=2293(LC 9), 11=2293(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=5021/2508, 24=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=-146113326, 12-14=183813917, 11-12=-2194/4551 WEBS 2-17=-446/398, 4-17=213/614, 4-15=9381622, 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=4461398 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE ,,��111111/III ,,�� VLIi�S �� ' �* 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=17ft; Cat. II; Exp D; Encl., ,� j ....• , E •• 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 • ♦♦♦ •'\C Na �••. 24-3-9, Exterior(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 V �� DOL=1.60 3) Building Designer 1 Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific ` * 34869 = to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. J 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed fare 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 p •��(/: will fit between the bottom chord and any other members, with BCDL = 8.Opsf. 0 All �i •• P •• ♦♦ 8) Provide R,� �'�`�};�♦♦ mechanicalconnection (by others) of truss to bearing plate capable of withstanding 1144 lb uplift at joint 1 and 1144 Ito uplift at joint S1s:.� �i, 0 NK A� E Julius Lee 'PE N6.34869 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. 5/1912020 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 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 ANS1?P11 Quality Criteda, 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 T23418364 J40922 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 07:38:14 2021 Page 1 ID:CdT iFF72QUA1BrIABZguEy6mes-eOcA7?fwogfurSb3Lw809MCAiYp25uv3RhYIU9zV997 7-313 14-2-1 20-2-13 26-3-9 331-13 40-5-10 7-3-13 6-10'-4 6-0-12 6-0-12 6-10-4 7-3-13 ro d 5.00 12 5x8 = 2x4 11 5x8 = 4 5 23 24 6 Scale = 1:70.0, 14 13 12 11 10 3x6 = 2x4 11 5x6 = 3x8 = 5x6 = 2x4 11 3x6 9 V I>, d LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.34 12 >999 360 MT20 2441190 TCDL 12.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.49 11-12 >995 240 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(CT) 0.17 9 n/a - n/a BCDL 8.0 Code FBC2020/TPI2014 Matrix -MS ' Weight: 204 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 3-4,6-7: 2x4 SP No.1 BOT CHORD 4-0-0 oc bracing. . BOT CHORD 2x4 SP No.1 'Except` WEBS 1 Row at midpt 2-13, 8-11 11-13: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 9=0-8-0 Max Horz 1=11(LC 5) Max Uplift 1=-1143(LC 4). 9=1143(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=-4262/2452, 24=3445/2072, 4-5=3437/2176, 5-6=3437/2176, 6-8=3445/2072, 8-9=-4262/2452 BOTCHORD 1-14=-2146/3831, 13-14=-2146/3831, 12-13=-1541/2963, 11-12=1531/2963, 10-11 =-2135/3831, 9-1 0=-2135/3831 WEBS 2-13=-942/661, 4-13=-225/513, 4-12=274/519, 5-12=-529/427, 6-12=-274/519, 6-11=-225/513, 8-11=-942/661 `,{{{111111/��, NOTES- �� � )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. 11; Exp D; Encl., ,�� .•',G, E N S' ••. �i� 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 �� V ••• �� 26-3-9, Exterior(2R) 26-3-9 to 32-0-5, Intedor(1) 32-0-5 to 40-6-1; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.6o No 34869 ..* _ 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. >A 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•••• (O R `Q will fit between the bottom chord and any other members. • . •. 8) Provide at joint gmechanical connection (by others) of truss to bearing plate capable of withstanding 1143 lb uplift at joint 1 and 1143 lb uplift ��j� JO N A„ 0 '1111 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 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 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 ANSUfP/i Quality Cdterfs, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safetylnformation 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 T23418365 J40922 A07GE GABLE 2 Job Reference (optional) East Coast Truss, R. Pierce, FL - 34946, 8.430 It Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 07:38:17 2021 Page 1 ID:CdT iFF72QUA1BrIABZguEy6mes-3zHJdlho5llTivJdO2h5n7gg81vNIImV7fmP4UzV994 6-3.6 1%1-3 17.E-4 22-15-5 11 284-7 3421 40-5-10 6-3-6 5-9-13 5-5 2 2 5-g-13 6-3-6 3x6 = 5.00 63-6 3x4 II 3x4 11 3x4 = 5x5 = 3x4 = 46 = 5x5 = 3 483 5 6 84 7 16 15 13 11 10 3x8 = 4x6 3x4 = 4x6 = 3x8 = 34-24 40-2-13 Scale = 1:68.8 3x6 = LOADING (psfj 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/TP12014 CSI. TIC 0.39 BC 0.57 WB 0.17 Matrix -MS DEFL. in (loc) I/deft Vert(LL) 0.18 13 >999 Vert(CT) -0.26 13-15 >999 Horz(CT) 0.07 9 n/a Ud 360 240 n/a PLATES GRIP MT20 244/190 Weight: 663 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-10 oc purlins. BOT CHORD 2x4 SP M 31 BOT CHORD 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 9=0-8-0 Max Horz 1=11(LC 5) Max Uplift 1=-1143(LC 4), 9=1143(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=-4313/2481, 2-3=-3645/2158, 3-4=3359/2083, 4-6=3921/2374, 6-7=3359/2083, 7-8=-3645/2158, 8-9=-4313/2481 BOT CHORD 1-16=-2189/3890, 15-16=-2189/3890, 13-15=-199813751, 11-13=2009/3751, 10-11=-2178/3890, 9-10=2178/3890 WEBS 2-15=764/567, 3-15=-485/961, 4-15=740/467, 6-11=-740/467, 7-11=-485/961, 8-11=-764/567 NOTES- 1) as follows: as at ��,0`_Ius La��I���, T pl chords connected follows: 2x4 - 1 row 0-9-0 oc.nails �• �i� Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. �� C E N S+ • Vl �•••. �� 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 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; 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 12-1-3, Exterior(2R) 12-1-3 to 17-9-14, Interior(1) 17-9-14 to 28-4-7, Extedor(2R) 28-4-7 to 34-2-4, Interior(1) 34-2-4 to 40-6-1; cantilever left and right exposed ;,Lumber DOL=1.60 plate grip DOL=1.60 0 5) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Q Gable End Details as applicable, or consult qualified building designer as per ANSIfrPI 1. O R •`(;},�. 6) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific �j` S1 • � • � •,. to the use of this truss component. �I�� ONAL 7) Provide adequate drainage to prevent water ponding. ISM 1 1 11� 8) All plates are 2x4 MT20 unless otherwise indicated. 9) Plates checked for a plus or minus 0 degree rotation about its center. Julius Lee PE No.34869 10) Gable studs spaced at 1-4-0 oc. MiTek USA, Inc. FL Cert 6634 11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6904 Parke East Blvd. Tampa FIL 33610 12) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Date: will fit between the bottom chord and any other members. April 2,2021 continued on page 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 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 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 ANSUTP/f Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safetylnformation 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 T23418365 J40922 A07GE GABLE 2 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MTek Industries, Inc. Thu Apr 1 07:38:17 2021 Page 2 1 D:CdT_iFF72QUA1 Br1ABZguEy6mes-3zHJdl ho5ll TivJd02h5n?gg8lvN IImV7fmP4UzV994 NOTES- 13) 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. ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED NIITEK 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 ANSIITP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Baron Island Storage T23418366 J40922 A08 Hip 2 1 Job Reference o tional ❑ear waar i ruaa, rr. arc , rL - ovavo, o.9ou Is mar zz zuzl ml I ex Inausmes, Inc. I nu Apr i u7:sn:iu zuzl rage 1 ID:CdT iFF72QUA1BrlABZguEy6mes-X9rhgNiQs39KK3ugalDKJCMuB9871bHfLJWydwzV993 5-3 13 10-2-1 16-11-2 23� 8 30-3-9 35 1-13 40-5-10 5-3.13 4-10 4 6-9-1 6-7-5 6-9-1 4-10.4 5-3-13 CI c d Scale = 1:68.8 3x4 = 5x8 = 2x4 II 4x6 = 5x8 = 5.00 12 3 26 4 5 6 27 7 3x4 i 3x4 2 25 8 24 28 29 1 VJ - 17 16 15 14 3x6 = 2x4 II 3x4 = 46 = 3x8 = 13 12 11 10 3x4 = 4x6 = 3x4 = 2x4 II 3x6 = 0-�i13 5-3-13 10-2-1 16-11-2 2M 8 30-3-9 35-1-13 40-2-13 4T10 0-2-'13 5-1-0 4-10 4 6-9-1 6-7-5 6-9-1 4-10 4 5-1-0 0- -13 Plate Offsets (X,Y)— [3:0.5-12,0-2-8), [5:0-3-0,Edge], [7:0-5-12,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.49 13-14 >999 360 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.72 13-14 >674 240 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.20 9 n/a n/a BCDL 8.0 Code FBC2020/TPI2014 Matrix -AS Weight: 203 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, 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=-4337/2484, 2-3=-3859/2268, 3-4=4579/2728, 4-6=4579/2728, 6-7=4580/2730, 7-8=-3859/2267, 8-9=-4337/2484 BOT CHORD 1-17=-2201/3918, 16-17=-2201/3918, 14-16=1819/3443, 13-14=2391/4465, 11-13=-1823/3443, 10-11=2191/3918, 9-10=-2191/3918 WEBS 2-16=-536/427, 3-16=-135/355, 3-14=675/11215, 4-14=556/453, 6-13=-557/433, 7-13=-677/1217, 7-11 =-I 35/355, 8-11=537/428 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 Extedor(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.- 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord. ,,,{{IIIIIlU1j1I • US •�\G E N S �i0, No 34869 r. • • . ` ,'��i A: O R IV �Mil DIVAl Jullus Lee PE No.34869 MITek USA, Inc. PL 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 Mn`ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Beforeuse, the building designer must verify the applicability of design -parameters and property incorporate this design into the overall F-t.^`�f�-Gq 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 ANSIITP/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 T23418367 J40922 A09 Hip 2 1 Job Reference (optional) Cab[ uVast I rubs, rt. rlerce, rL - 34`J40, dRJU s mar zz zuzi ml I eK Inaustaes, Inc. I nU Apr l U/:Sts:iv zuzi rage 1 ID:CdT iFF72QUA1BrIABZguEy6mes-7MP32jj2dMIByDT07TkZsQv2hZNMlZoazFW9NzV992 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 4 5-11 8 5-11-8 3-10 4 4-3 13 Scale = 1:68.7 5.00 12 5x8 = 3x4 = 2x4 11 4x6 = 3x4 = 5x8 = 3 423 5 6 724 8 2x4 2x4 2 9 22 25 1 u 3x6 = 15 14 13 12 11 3x4 = 5x8 M18SHS = US = 5x8 M18SHS = 3x4 = LOADING (psf) TCLL 20.0 TCDL 12.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020rrPI2014 CSI. TC 0.89 BC 0.85 WB 0.85 Matrix -MS DEFL. in (loc) I/deft Vert(LL) 0.56 13 >865 Vert(CT) -0.82 13-14 >593 Horz(CT) 0.18 10 n/a Lid 360 240 n/a PLATES MT20 M18SHS 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 No.1 'Except* 12-14: 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 Gram 1=1965(LC 9), 1 0=1 965(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4376/2557, 2-3=-4043/2345, 3-4=5208/3041, 4-5=5751/3281, 5-7=-5751/3281, 7-8=-5208/3041, 8-9=-4043/2345, 9-10=-4376/2557 BOT CHORD 1-15=2263/3965, 14-15=-1935/3646, 13-14=-2801/5186, 12-13=2811/5186, 11 -1 2=-1 945/3646, 10-11=2253/3965 WEBS 2-15=-360/383, 3-15=-78/304, 3-14=958/1721, 4-14=-806/549, 4-13=-288/549, 5-13=-459/329, 7-13=288/549, 7-12=806/549, 8-12=-958/1721, 8-11=-78/304, 9-11=-360/383 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 4-1-9, Interior(1) 4-1-9 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 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 1143 lb uplift at joint 1 and 1143 lb uplift at joint 10. 140 3x6 = GRIP 244/190 244/190 r FT = 0% ��t,,,' �VSr,II'��I S 34869 v •..••I AL Julius Lee PE No.34869 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 2,2021 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and 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 N Job Truss Truss Type Qty Ply Baron Island Storage T23418368 J40922 A10G Hip Girder 2 n L Job Reference (optional) Last Goast I russ, Ft. Pierce, FL - 34946, t1.43U S Mar ZZ ZUZ1 MI I eK Inaustrles, Inc. I nU Apr 1 Uf:3t1:Z1 ZUZ1 Page 1 ID: CdT_iFF72QUA1 BrIABZguEy6mes-xkXpTOIJ9_YvBXdPFum 1 xr_PSMHND7u52HIdDFzV990 u 3-3-5 6-1-2 10-10-13 1513 20-2-13 24-10.13 29-6.13 i 3:44-8 37-2-5 40-5-10 3.3.5 12 4-9-12 -6-4-8-0 4-8-0 4-B-0 4-8-0 49-12 12 3.35 6 Special 6x8 M18SHS = Special Special Special 2x4 II Special Special Special Special Special 5.00 12 4x4 = 4x4 = 4x8 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 6x8 M18SHS = 10 3x4 n 12 4A N I� 0 23 22 47 48 21 49 20 1950 51 18 52 5317 16 54 15 55 56 14 13 4x8 = 2x4 II 04 = Special 4x6 = 5x8 M18SHS = Special 08 = Special 44 = Special 06 = Special 04 = 2x4 II 48 = HJC26 Special Special Special4x4 = Special 5x8 M18SHS = Special HJ026 Special Special Special LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/clef] Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 1.25 18 >388 360 MT20 244/190 TCDL 12.0 Lumber DOL- 1.25 BC 0.57 Vert(CT) -1.20 18 >407 240 M18SHS 244/190 ' BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(CT) -0.20 12 n/a n/a BCDL 8.0 Cade FBC20201TP12014 Matrix -MS Weight: 514 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-4-9 oc purlins. 3-7,7-10: 2x6 SP DSS BOT CHORD 4-0-0 oc bracing. BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.3 *Except* 3-21,4-19,5-18,8-18,9-17,10-15: 2x4 SP No.2 REACTIONS. (size) 1=0-8-0, 12=0-8-0 Max Horz 1=12(LC 4) Max Uplift 1=-3342(LC 4), 12=3340(LC 5) Max Grav 1=4876(LC 19), 12=4874(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-11479/7890, 2-3=-11967/8242, 3-4=-16834/11069, 4-5=-20051/12895, 5-6=-21085/13474,6-8=-21085/13474,8-9=-20034/12883,9-10=-16824/11062, 10-11=-11961/8238,11-12=-11473/7885 BOT CHORD 1-23=-7184/10527, 22-23=7184/10527, 21-22=7504/11074, 19-21=10845/16758, 18-19=-12677/19984,17-18=12677/19967,15-17=-10849/16748,14-15=-7512/11068, 13-14=-7182/10521, 12-13=7182/10521 WEBS 2-23=-499/365, 2-22=-661/898, 3-22=1146/1257, 3-21=3786/6443, 4-21=2877/1822, lkIlll II111/#1 8-17~1454/9624-19�2108/36589--1179-2103/3650,9-15=-2875/1820,110-15 93782/6438,21635, —694/1192, �,' ,,,,��,v`�()S 10-14=-114611257. 11-14=660/898, 11-13=-499/364 ♦♦ •.v�G E iV S�.••• #- • do NOTES - 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: No 34869 Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-9-0 Do. •�. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 Do. Webs connected as follows: 2x4 - 1 row at 0-9-0 Do. 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 0 •�:// •�(/ ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. �.0 . ••�S• 3) Unbalanced roof live loads have been considered for this design. Q' ' �♦ `, 4) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=17ft; Cat. ll; Exp D; Encl., s • 0 R, Q•••��,,� ON A` Exterior(2R) 34-4-9 to 40-1-4, n erion( ) 40-1-4 to 4016 1; cantilever left and right exposed Lumber DOL=1r(60 plate grip1.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. Julies Lee PE No.34869 6) Provide adequate drainage to prevent water ponding. MiTek USA, Inc. FL Cert 6634 7) All plates are MT20 plates unless otherwise indicated. 6904 Parke East Blvd. Tampa FL 33610 8) Plates checked for a plus or minus 0 degree rotation about its center. - Date: 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. April 2,2021 continued on page 2 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall Ira I, 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/rPH 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 T23418368 J40922 A10G Hip Girder 2 Job Reference (optional) test t;oast i russ, Ft. Pierce, FL - 34946. 8.430 s Mar 22 2021 MITek Industries, Inc. Thu Apr 1 07:38:21 2021 Page 2 ID:CdT_iFF72QUA1BrIABZguEy6mes-xkXpT01J9_YvBXdPFumlxr PSMHND?u52HIdDFZV990 NOTES- 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 3342lb uplift at joint 1 and 3340lb uplift at joint 12. 12) Use USP HJC26 (With 16-16d nails into Girder & 1 Od 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 back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 358 lb down and 277 lb up at 8-1-15, 358 lb down and 277 lb up at 10-1-15, 348 lb down and 277 lb up at 12-1-15, 343 lb down and 277 lb up at 14-1-15, 343 lb down and 277 lb up at 16-1-15, 343 lb down and 277 lb up at 18-1-15, 343 lb down and 277 lb up at 20-2-13, 343 lb down and 277 lb up at 22-3-12, 343 lb down and 277 lb up at 24-3-12, 343 lb down and 277 lb up at 26-3-12, 348 lb down and 277 lb up at 28-3-12, and 358 lb down and 277 lb up at 30-3-12, and 358 lb down and 277 lb up at 32-3-12 on top chord, and 79 lb down and 34 lb up at 8-1-15, 79 lb down and 34 lb up at 10-1-15, 79 lb down and 34 lb up at 12-1-15, 79 lb down and 34 lb up at 14-1-15, 79 lb down and 34 lb up at 16-1-15, 79 lb down and 34 lb up at 18-1-15, 79 lb down and 34 lb up at 20-2-13, 79 lb down and 34 lb up at 22-3-12, 79 lb down and 34 lb up at 24-3-12, 79 lb down and 34 lb up at 26-3-12, 79 lb down and 34 lb up at 28-3-12, and 79 lb down and 34 lb up at 30-3-12, and 79 lb down and 34 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=-188(B) 20=65(121) 22=-707(B) 18=65(B) 6=-188(B) 14=707(B) 16=-65(B) 32=-188(B) 33=188(131) 35=-188(B) 36=-188(B) 37=188(1]1) 38=-188(B) 39=-188(B) 40=-188(B) 41=188(B) 43=-188(B) 44=188(B) 47=-65(B) 48=-65(B) 49=-65(B) 50=65(B) 51=65(B) 52=-65(B) 53=-65(B) 54=-65(B) 55=-65(B) 56=-65(B) 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 properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see 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 T23418369 J40922 A18 ROOF TRUSS 10 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946. 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 07:38:22 2021 Page 1 ID:CdT iFF72QUA1BrIABZguEy6mes-Px4CgklxwHgmpgCbpbHGU2XdbmZeyNMEGxUAmizV99? 5-8-2 10-10-12 16 1-5 20-2-13 24-4-5 29.6-14 34 9-8 40-5-10 5-8-2 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 US = 3x4 = 4x8 M18SHS = 3x4 = 3x4 = US = 3x4 = 4x8 M18SHS = 0-2,13 8-4-1 16-1-5 24 4-5 32-1-9 40-2-13 40-5r10 0- -13 8-1 4 7-94 8-3-0 7-9-4 8-14 0-9-13 Plate Offsets (X,Y)- [3:0-3-0,Edge), 19:0-3-0,EdgeI LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.61 15-17 >793 360 MT20 244/190 TCDL 12.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.88 15-17 >555 240 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.17 11 pile rile BCDL 8.0 Code FBC20201TP12014 Matrix -MS Attic -0.45 14-15 220 360 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 Horz 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. Camp./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=-5167/2169 BOT CHORD 1-1 7=-1 867/4683, 15-17=-1482/4157, 14-15=-1070/3591, 12-14=1462/4157, 11-12=-1880/4683 WEBS 14-19=-269/904, 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=-414/364, 6-20=-241/1024, 5-20=2220/1101, 7-20=2220/1101 %011111111#1 � NOTES- , 1) Unbalanced roof live loads have been considered for this design. A+% ,�� :•'\G E 1V.3 �•. �i' F •• 2) Wind: ASCE 7-16; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.8psf; h=17ft; Cat.[]; Exp D; Encl., �� V .0 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 4d-6-1; 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. 6) Plates for 0 degree its .0 checked a plus or minus rotation about center. 7) This has been designed fora live loads. �i T• Q` •• �� truss 10.0 psf bottom chord load nonconcurrent with any other live 8) ' This truss has been designed for live load 20.Opsf the bottom in 3-6-0 tall by 2-0-0 ��j` R, �G•'•`�}� a of on chord all areas where a rectangle wide _ .. ��, other s 2members. 0 s 2ors 9) Ceiling dead load (bottom pso onomember(s) 1 10) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 14-15 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1006 lb uplift at joint 1 and 1006 lb Julius Lee PE No.34869 uplift at joint 11. MiTek USA, Inc. R. Cert 6634 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 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 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 ANSYTP/f Quality Crlteria, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 366,10 Job Truss Truss Type Qty Ply Baron Island Storage T23418370 J40922 ZCJ1 Jack -Open 8 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 2x3 = 8.430 s Mar 22 2021 MTek Industries, Inc. Thu Apr 1 07:38:23 2021 Page 1 ID:CdT_iFF72QUA1 BrIABZguEy6mes-t7eau4mZhbodQgnnMJoVOG3vfA3Lh2vOVbEjIBzV99_ 0-11-4 0-11-4 0-11-4 0-11-4 0 PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HORZ. REACTIONS SPECIFIED BELOW. Scale = 1:6.8 LOADING (psf) TCLL 20.0 TCDL 12.0 BCLL 0.0 BCDL 8.0 SPACING- . 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020rrP12014 CSI. TC 0.19 BC 0.15 WB 0.00 Matrix -MP DEFL. in Vert(LL) 0.00 Vert(CT) -0.00 Horz(CT) 0.00 (loc) I/defl 6 n/r 6 n/r file Lid 120 120 n/a PLATES GRIP MT20 244/190 Weight: 3 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD 4-0-0 oc bracing. REACTIONS. (size) 2=Mechanical, 3=Mechanical 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 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 Extedor(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 E N •• will fit between the bottom chord and any other members. 7) Refer to for truss to truss ,�� .•'`G + S• V �••. �� girder(s) connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 314 lb uplift at joint 2. �� NO 34869 T� �.o4 O R , O Q,• ,;_,�. O'N A' ' �` Julius Lee PE No.34869 Mrrek NA, 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 All-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 A� building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1VIiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSbTPlf Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf,.MD 20601 Tampa, FL 36610 Job s Truss Type Qty Ply Baron Island Storage rzcr"j T23418371 J40922 3 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 07:38:23 2021 Page 1 ID:CdT_iFF72QUA1 BrIABZguEy6mes-t7eau4mZhbodQgnnMJoVOG3s5A?Hh2vOVbEj18zV99_ 2-11-4 2-11 ■3 2x3 = p-2-13, 2-11 4 -2-13 2-8-7 Scale = 1:11.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.36 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 FBC20201TP12014 Matrix -MP Weight: 9 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD ' 4-0-0 oc bracing. REACTIONS. (size) 1=0-8-0, 2=Mechanical, 3=Mechanical Max Horz 1=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 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 Extericr(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. �I1111111/II us •tia F•'•• 34869 40 Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 bate: April 2,2021 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with 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 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 ANS//rPH Duality Criteda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type Qty Ply Baron Island Storage T T23418372 J40922 Jack -Open 8 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 07:38:24 2021 Page 1 ID:CdT iFF72QUA1BrIABZguEy6mes-LJCy5QnBSvwT2_M wOJk7-TcxyaFZQV9XkFzHpazV98z Scale = 1:15.1 3x3 = Q-2-1Q 4-11-4 -2-1 4-8-7 Plate Offsets (X,Y)— [1:0-0-12,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.10 3-6 >614 360 MT20 2"/190 TCDL 12.0 Lumber DOL 1.25 BC 0.73 Vert(CT) 0.08 3-6 >773 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.01 2 n/a n/a BCDL 8.0 Code FBC2020rrP12014 Matrix -MP Weight: 16 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-114 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; Vult=165mph (3-second gust) Vasd=128mph; TCDL=7.Opsf; BCDL=4.Bpsf; 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 rotation about its center. 1ii 111 f f /li, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • ` ���� ��IUS 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. �� •'� G E N S •• �i� 7) Refer to for truss to truss • V F•�•• �.0 girder(s) 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 • No 34869 • •� joint 2 and 56 lb uplift at joint 3. •C� • 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. 5/192020 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 Welk' always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP/f Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty PlyTJrence land Storage T23418373 J40922 ZEJ6 Jack -Open 26 (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 07:38:24 2021 Page 1 ID:CdT_iFF72QUA1BrIABZguEy6mes-LJCy5QnBSvwT2_M_wOJkZTcwHaDJQV9XkFzHpazV98z 6-1-2 6-1-2 3x6 = Or2-13 56-1-2 -2-1 -105 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) TCDL 12.0 Lumber DOL 1.25 BC 0.87 Vert(CT) BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) BCDL 8.0 Code FBC2020frP12014 Matrix -MP in (loc) Vdefl L/d PLATES GRIP 0.19 3-6 >376 360 MT20 244/190 -0.19 3-6 >384 240 -0.01 2 n/a n/a I I I LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (size) 1=0-8-0, 2=Mechanical, 3=Mechanical Max Horz 1=390(LC 5) Max Uplift 1=-257(LC 4), 2=361(LC 5), 3=-43(LC 5) Max Grav 1=388(LC 9), 2=370(LC 9). 3=115(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Scale = 1:18.4 Weight: 19 lb FT = 0% Structural wood sheathing directly applied or 5-6-9 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., 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 speck to the use of this truss component. 3) 150.0Ib AC unit load placed on the top chord, 3-7-9 from left end, supported at two points, 3-0-0 apart. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5) 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 257 lb uplift at joint 1, 361 Ito uplift at joint 2 and 43 lb uplift at joint 3. *�%"►►uauiii$1 Mp 34869 • i� ••.:..••.•• C? �� 101111 N A' st 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. 5/19/2020 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M!Tek' fabrication, storage, delivery, erection and bracing ofirusses and truss systems, see ANSIITP11 Duality Cdteda, 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 T23418374 J40922 ZEJ6A Monopitch 4 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 TCDL 12.0 Lumber DOL 1.25 BC 0.92 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 8.0 Code FBC2020/TPI2014 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=368(LC 5) Max Uplift 1=313(LC 4), 3=478(LC 5) Max Grav 1=324(LC 9), 3=377(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-290/430 8.430 s Mar 22 2021 MiTek Industries, Inc. Thu Apr 1 07:38:25 2021 Page 1 ID:CdT_iFF720UA1 BrIABZguEy6mes-gWmKlmopDC2KgBxAUkrz5h934zYr9yOhyvjgLOzV98y 6-1-2 6-1-2 2x3 11 2 3x6 11 Scale = 1:19.0 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.17 3-6 >422 360 MT20 244/190 Vert(CT) -0.14 3-6 >517 240 Horz(CT) -0.01 1 n/a n/a 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. II; Exp D; Encl., GCpi=0.18; C-C Exterior(2E) -0-0-7 to 4-0-3, Interior(1) 4-0-3 to 5-11-6; 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 313 lb uplift at joint 1 and 478 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. ,,,` ,otju S E N S % ••V F•• �.0 No 34869 W. It ; • '>iC �_ • r O ' �/ ft OR I 1l1111 Julius Lee PE No.34869 MITek WA, 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 IV IA� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Baron Island Storage T23418375 J40922 _ 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 07:38:26 2021 Page 1 ID:CdT iFF72QUA1BrIABZguEy6mes-IiKiW6oR WABHIWM2RMCeuhEHNzAuJygBZSOuTzV98x 4-5-5 4-1-6 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) TCDL 12.0 Lumber DOL 1.25 BC 0.59 Vert(CT) BCLL 0.0 Rep Stress Incr NO WB 0.43 Horz(CT) BCDL 8.0 Code FBC20201TPI2014 Matrix -MP 2x4 11 Scale = 1:19.0 3 4 in (loc) I/defl Ud PLATES GRIP 0.05 6-7 >999 360 MT20 2441190 -0.05 6-7 >999 240 -0.01 6 n/a n/a � I � LUMBER- BRACING TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 BOT CHORD 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=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=-951/1091, 3-6=-236/335 BOT CHORD 1-7=-1351/961, 6-7=-1351/961 WEBS 2-6=-1024/1441 Weight: 37 lb FT = 0% Structural wood sheathing directly applied or 5-10-2 oc purlins, except end verticals. 5-7-14 oc bracing. 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 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 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 789 lb uplift at joint 1 and 873 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 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 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 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 Continued on page 2 �11111111I11� ,�. •.V�GENS�.• .�� No 34869 T�S;c4 O R,�P: ON A' E�"'� Julius Lee PE No.34869 MiTek USA, Inc. R- 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 MTekS connectors. This design is based only upon parameters shown, and is for an individual building component, not my 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 AMSIITP11 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 T23418375 J40922 ZHJ6 DIAGONAL HIP GIRDER 4 1 Job Reference (optional) East Coast Truss; Ft. Pierce, FL - 34946, 8.430 s Mar 22 2021 MTek Industries, Inc. Thu Apr 1 07:38:26 2021 Page 2 ID:CdT_iFF72QUA1 BrIABZguEy6mes-IiKiW6oR_WABHIWM2RMCeuhEHNzAuJygBZSOuTzV98x LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 7=-29(F=-14, B=-14) 14=-101(F=-51, B=-51) 15=108(1`=-54, B=-54) 16=-73(F=-37, B=-37) ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. Design valid for use only with 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 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 ANSI?P/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa. FL 36610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3j4' Center plate on joint unless x, y offsets are indicated. 6 4"8 dimensions shown In ft-in-sixteenths (Drawings not to scale) 1 Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. 1. Additional stability bracing for truss system, e.g. Apply plates to both sides of truss 1 2 3 diagonal or X-bracing, is always required. See BCSI. and fully embed teeth. TOP CHORDS 2. Truss bracing must be designed by an engineer. For O-�1fi r c1-2 c2-3 wide truss spacing, individual lateral braces themselves bracing, Tor I 4 may require or alternative WEBS °� p��� �1 bracing should be considered. 3. Never exceed the design loading shown and never 2 O U a� 2 stack materials on inadequately braced trusses. d " U 4. Provide copies of this truss design to the building O0 Oa designer, erection supervisor, property owner and For 4 x 2 orientation, locate c7-e c6a css 1-- BOTTOM CHORDS all other interested parties. plates 0- 'lid' from outside 5. Cut members to bear tightly against each other. edge of truss. 8 7 6 5 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE locations are regulated by ANSI/TPI 1. required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 7. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSUTPI 1. Plate location details available in MiTek 20120 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber software or upon request shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for PLATE SIZE PRODUCT CODE APPROVALS use with fire retardant, preservative treated, or green lumber. [CC -ES Reports: 10. Camber is anon -structural consideration and is the The first dimension is the plate responsibility of truss fabricator. General practice is to 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 camber for dead load deflection. to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 11. Plate type, size, orientation and location dimensions the length parallel to Slots. indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane, of the truss unless otherwise shown. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. output. Use T or I bracing if indicated. Lumber design values are in accordance with ANSI/TPI 1 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. section 6.3 These truss designs rely on lumber values BEARING established by others. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior Indicates location where bearings approval of an engineer. (supports) occur. Icons vary but reaction section indicates joint © 2012 MiTek® All Rights Reserved 17. Install and load vertically unless indicated otherwise. �'� number where bearings occur. Min size shown is for crushing only. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: Nil 19. Review all portions of this design (front, back, words ANSI/TP11: National Design Specification for Metal p and pictures) before use. Reviewing pictures alone is not sufficient. Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. 20. Design assumes manufacture in accordance with BCSI: Building Component Safety Information, MiTek ANSI/TPI 1 Quality Criteria. Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 21.The design does not take into account any dynamic Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020 or other loads other than those expressly stated. 111 .-, It I ENGINEERED TIMBER TRUSS SYSTEMS PRODUCTS Ar �NARNING ALL BEARING POINTS-BRACING-'�II� IS IS A PLACEMENT PLAN FOR ENGINEERED SEE FINAL ENiGINEERING SHEETS FOR THE BA CHARGES WILL NOT BE ACCEPTED UNLESS OUR MUST BE INSTALLED PRIOR TO COMPONENTS AS DEFINED BY WTCA 1 - 1995. DIAPHRAMS HAVE NOT BEEN ANALYZED BY 1) F NSTR R THE ERECTION BRACING FOLLOW JCTIONS ON THE BCSI-61 SUMMARY SHEETS STRUCTURAL; DATA, NUMBER OF GIRDER AND TRUSS PLIES AND THE CONNECTION INFORMATION. DESIGN DEPARTMENT APPROVES THEM IN ADVANCE ALL HANGERS ARE SIMPSON STRONG -TIE OR USP INSTALLING ANY TRUSSES! FAILURE TO EAST COAST TRUSS. 2) PERMANENT BRACING FOR THE STRUCTUREIS 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 ESP NSISILITY 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. R`USP CATALOG SHEETS AND SEALED ENGINEERED TRUSS DRAWINGS'JENGINEERING TRUSS DRAWINGS: O ELI EAST COAST TRUSS T_ 5285 Sr LUCIE BLVD FT PIERCE FL 34946 r1n OFFICE: (772) 466-2480 FAX: 072 466-5336 F+ ^^(u CL CUSTOMER:Benchmark III Corporation JOB NAME: Baron Island Storage ADDRESS:9500 South Ocean Dr. L1J CITY/COUNTY:Jensen Beach/Martin H QJOB # J40922 JOB # MODEL:Building C SQ FT 5846 DATE 01/04/21 LATEST=04/01/21 .. IN ACCORDANCE WrTH THE FLORIDA ADMINISTRATIVE CODS: 61C15&31.M (3) (e), EAST COAST TRUSS is the "Truss Design Engineer" Traces are designed in aeunrdanee, with the Florida Building Code I 144' o^ NOTE: By approving this placement plan(s), signatured 12 0 a , , 12 0 „ 12 0 �i 12 0 12 -0 ' a 12- 0 12 0' 12 0' 12' 0" 12' 0' 12' 0" 12' 0" anywhere on this sheet the customer or his � W W representltive acknowledges that this placement plan ` M (D � w O M w M w w c w �. (D w r, W 0 � ca �5 M r complies with the structural intent of the project. P. P I I" y� N r r 0 0 0 o a N W dD O r r r r :.:0 O:.' r r r .—. MO O O O O r r r O O O ::O r r.:.-M O: O r r r r N O_ O O O O O r r r r M O O O O O O I r r M r r 'O O O O O O .— .— r r r M O: O O O O O CO O N O W M r r O r r r 10- 1' 7 O. O O O O O: O W W. O —a 7 r O O U U O. U � The that ¢ ¢ N customer also acknowledges this approval authorizes EAST COAST TRUSS to manufacture these zcJ1 cJ� trusses and deliver them to the project indicated on this drawing. ZCJ3 CJ3 The customer also acknowledges that he/she accepts = ZCJ5 financial responsibility for any repair, engineering, and J c �ry ZCJ5 labor required due to errors other than those of EAST Q ZEJ6A 5' 10 5/16" _ 5' 10b116" ZEJ6A COAST TRUSS. z ZEJ6 - TO FACE r O TO FACE ZEJ6 Signed: Date:_ H r o r — , ZEJ6 ZEJ6 ZEJ6 ZEJ6 =F CODE BC 2020/TPI2014 ASCE 7-16 LLI �— ZEJ6 ZE J6 DESIGN CRITERIA =C&C OCCUPANCY CATEGORY= II ZEJ6 EXPOSURE = D Q ZEJ6 MWF SPEED =165 ZEJ6 zEJ6 BUILDING TYPE =ENCLOSED MEAN : E N HEIGHT. 17.00 ZEJ6 .. _ � EJ6 0 b r r GRAVITY LOADS (�/) ZEJ6 ZEJ6 LLI ZEJ6 ZEJ6 z it ZEJ6` ZEJ6 ROOF: DUR FACTOR= 1.25 U) ZEJ6 ZEJ6 PSF=TCLL-TCDL-BCLL-BCDL LIJ ZEJ6 I ZEJ6 GVel.i,12.®,V.®,C3.® U) o ;. to V=J � s m LOADS PER FBD & FRC ZEJ6 12'0" ZEJ6 6 0 „ , a 2 0 n 2 0 ,;n 2 0 2 0 21011 2 0 2101 2 0 2 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 a 2 0 ,„ 2 0 2 0 „h 2 0 2 0 2' 0" 2' 0" 2' 0" 2' 0" 2' 0" ' 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' 0" 2' 0 2' 0" 2' r 2' On 2' 0" 2' O" 2' On 2' 0" 2' 0 2' 0" 2" 0" 2' 6'D" NON -CONCURRENT BC LL. 1 f OpS MM ZEJ6A cz ZEJ6A CONCURRENT BC STORAGE ILL 30 psf W I— ZCJS ZCJ5 I— ZCJ3 ZCJ3 UJ rn v' ZCJ1 ZCJ1 DEFINITIONS 1 ti c> o � 2y `Rs MWF = MAIN WIND FORCE cr N:: N- N U N: N U N C&C = COMPONENTS AND CLADDING �'--- TOB = TOP OF BEARING TIC = TOP CHORD W 144'0" BC = BOTTOM CHORD W ILL = LIVE LOAD DL = DEAD LOAD psf = POUNDS PER SQUARE FOOT # P N OU DS l PLATE HT UPLIFT MUST BY-PASS FLOOR TRUSSES S121du z UNLESS SHOWN ON ENGINEERED TRUSS DRAWING. ALL GIRDER/COLUMN LOADS MUST IV ECED RECEIVED BY-PASSF T N W FLOOR RUSE UNLESS SHOWN JUL 19 ?T' N O ENGINEERED TRUSS DRAWING. j St. Lucie County- 2X6 STRONG BACK BRACING 10 0 O.C., IS Permitting RECOMMENDED ON FLOOR TRUSSES SPANNING 20'-0"`OR MORE Indicates Left End Of Truss 0 Qn Layout & En, ineerina Sheets �---- CAUTION: SPANS GREATER THAN 30'-0" —— — UST BE SET WITH A SPREADER BAR. THE DREADED BAR SHOULD BE AT LEAST 1/2 HARDWARE: =HJC26 HANGER5 (QTY. 4) TRUSS PLACEMENT FLAN O !3 IN LENGTH AS THE SPAN OF THE TRUSS EING SET. :REFER TO BCI-B1 FOR COMPLETE ERECTION AND SAFETY PROCEDURES. gfe ALL ALL BEAMS BY WILDER 0. NOTE: TRUSSES DO NOT SUPPORT ANY PLANT SHELVES REVISIONS 1. 3-22-2021 Revise Loading SB r- 2. 4-1-2021 Revise Dbl. Truss To Single Truss ly_ Over Unit Separation Wall SB Q 3 4-1-r�.� copy 5- 6- CID (3/16" if plotted 2406) . Designed By: SB