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Home My WebLink AboutTruss"NARNINC" ALL BEARING POINTS THIS IS A PLACEMENT PLAN FOR ENGINEERED BRA ING: SEE FINAL ENGINEERING SHEETS FOR THE BA K CHARGES WILL NOT BE ACCEPTED UNLESS OUR COMPONENTS AS DEFINED BY WTCA 1 - 1995. 1) F R THE ERECTION BRACING FOLLOW STRUCTURAL DATA, NUMBER OF GIRDER AND TRUSS DESIGN DEPARTMENT APPROVES THEM IN ADVANCE MUST BE INSTALLED PRIOR TO DIAPHRAMS HAVE NOT BEEN ANALYZED BY INSTRUCTIONS ON THE BCSI-B1 SUMMARY SHEETS PLIES AND THE CONNECTION INFORMATION. ALL HANGERS ARE SIMPSON STRONG -TIE OR USP INSTALLING ANY TRUSSES! FAILURE TO EAST COAST TRUSS. 2) P RMANENT BRACING FOR THE STRUCTURE IS HE OUR DESIGN DEPARTMENT MUST APPROVE UNLESS OTHERWISE NOTED. INSTALL HANGERS FOR ERECTION AND INSTALLATION OF TRUSSES ESPONSIBILITY OF OTHERS. ALTERATIONS AND/OR REPAIRS TO TRUSSES IN CCORDING TO THE CURRENT SIMPSON STRONG -TIE O SO MAY RESULT M DAMAGED TRUSSES AND WILL FOLLOW INSTRUCTIONS ON THE BCSI-B1 SUMMARY 3) INSTALL WEB BRACING AS STATED ON SEALED ADVANCE. R USP CATALOG VOID ALL WARRANTIES. SHEETS AND SEALED ENGINEERED TRUSS DRAWINGS LNGINEERING TRUSS DRAWINGS. I 109- 1H TOP of PLYWOOD 0 o C'ri U) 9 o C14 —I DBL 2x LEDGER FLOOR TRUSS TOP AT 9' 7 3/4" BEARING DETAIL I i °° PATIIO 0 I 0 PP 1 l IF 1 = �� ■ an•M1n 1 1 �M�®®: 1 1 xc: 1 1 1 mE 1 .M� III 76--obb SPACE FOR 0 0 :ETE DECK 00 181 811 10. 8.1 20' 8"I FIRST FLOOR TRUSS FRAMING PLAN JOB it J41 Z700 TOP OF BEAM AT 101-011 501 01' 281811 10 21' 4" — Nt 00 - o 21'-0" TOP of PLYWOOD o D coo —' o N DBL 2x LEDGER FLOOR TRUSS TOP AT 20' 7 3/4" BEARING DETAIL PERGOLA ROOF BY OTHERS CD - LO N FL06 1 4° 14 FL06 FL06 1141 I I ' FL06 1 " FL06 11 FL06 411 1 1 FL061' 4" t FL06 1 4 „ I IL -- FL06 1 1 1 1' FL06 4" L FL06 V4" I I FL06 I FL06 1 4 1 I FL06 1' 4" I I 1 FL06 fill—1—ODD S A�FF6 I 10PLUMBING FL06 11211 N o NT r byBLDR OPEN TO BELOW FG C byBLDR FL06 �E4' I L FL06 11411 N FL06 1 4 I o I 1, FL06 4„ 1 F L-06 FL06 11 1, 4 11 FL06 D FL06 11 11 120' 0" t FL06 11411 1' FL06 4" I I FL06 1" 4" I I 1' FL05 " 1- FL06 4" I I FL05 V 4" 28' 0" FL06 11 4' 1 1 FL05 11411 I I FL06 1 4 11 FL05 11 4 1 1 1 FL06 4 1' FL05 4" 1 1 FL06 1 D 4 I 1 _ 1' FL05 4"I I FL06 1 „ I 1 1' FL06 11 1 1 byBLDR F(�` B — 18 2 1/2„ 1 „ 4 MSH426 MSH426 L08 91 Q14_ 11 byBLDR FIL I I FL07 byBLDR o� o STAIRWELL' CONCRETE DECK - v 'v ih Indicates Left End Of Truss On Layout & Engineering She is 18181, 1 SECOUND FLOOR TRUSS FRAMING PLAN JOB # J42237 TOP OF BEAM AT 211-011 -20'8 LNGINEERED RUSS SYSTEMS EAST COAST 'TRUSS 5285 SF. LUCIE BLVD. FT. PIERCE, FL 34946 OFFICE: (772) 466-2480 FAIX (�72)466-5336 USTOMER:Dave Gumper JB NAME: Residence DDRESS:7655 Pelican Point Drive ITY/COUNTY:Ft Pierce PRODUCTS JOB # J41985 1st FLR J42237 2nd FLR MODEL:Custom SFR SQ FT 2923 ft2 1st FLR 1653 2nd FLR 1270 DATE 5/20/2018 LATEST=/ / - IN ACCORDANCE WITH THE FLORIDA ADMINISTRATIVE CODE. 61GI5S-3I.003 (3) (c), EAST COAST TRUSS is the "Truss Dessgn Engineer' Trussn are drngaed In accordance witM1 the Flontle Building Code NOTE: By approving this placement plan(s), signatured anywhere on this sheet, the customer or his representitive acknowledges that this placement plan complies with the structural intent of the project. The customer also acknowledges that this approval authorizes EAST COAST TRUSS to manufacture these trusses and deliver them to the project indicated on this - drawing. The customer also acknowledges that he/she accepts financial responsibility for any repair, engineering, and labor required due to errors other than those of EAST COAST TRUSS: Signed: Date: ODE = FBC 2020/TP12014 ASCE 7-16 DESIGN CRITERIA =C&C Hybrid MWFRS CCUPANCY CATEGORY= 11 EXPOSURE = D WF SPEED =170 BUILDING TYPE =ENCLOSED MEAN HEIGHT: 19 ft GRAVITY LOADS FLOOR: DUR FACTOR=1 ,0 PSF-TCLL--TCD- L-BCLL-BCDL 40.0110.0,0.0,5.0 i LOADS PER FBC & FRC *NON -CONCURRENT BC LL 10psf CONCURRENT BC STORAGE LL 20 psf MWF = MAIN WIND FORCE C&C = COMPONENTS AND CLADDING TOB = TOP OF BEARING TC = TOP CHORD BC = BOTTOM CHORD LL = LIVE LOAD DL = DEAD LOAD psf = POUNDS PER SQUARE FOOT # =POUNDS UPLIFT MUST BY-PASS FLOOR TRUSSES UNLESS SHOWN ON ENGINEERED TRUSS DRAWING. ALL GIRDER/COLUMN LOADS MUST BY-PASS FLOOR TRUSS UNLESS SHOWN ON ENGINEERED TRUSS DRAWING. 2X6 STRONG BACK BRACING, 10'-0" O.C., _ RECOMMENDED ON FLOOR TRUSSES SPANNING 20'-0" OR MORE UST BE SET WITH A SPREADER BAR. THE - PREADER BAR SHOULD BE AT LEAST 1/2 O /3 IN LENGTH AS THE SPAN OF THE TRUSS SING SET. EFER TO BCI-B1 FOR COMPLETE RECTION AND SAFETY PROCEDURES. ALL BEAMS BY BUILDER 0 k 0 SUPPORT ANY PLANT SHELVES A Lt_ 0 F_ 0) U) Ll Z) W U) i) I e e U) O F_ 0 O a � � 1- N 2 \ ®.4� S l �4 /!.aO�n 3N . n 4 STATE OF � `` r- _ 8. n (3) �!/"IfAII��gViO� Ism(13 (1/4" if plotted 2406) Designed By: BH RE: $JOBNAME - $JOBDESC Site Information: Customer Info: $SI_CUSTOMER Project Name: $SI_JOBNAME Model: $SI_MODEL Lot/Block: $SI_LOTNUM Subdivision: $SI_SUBDIV Address: $SI_SITEADDR City: $SI_SITECITY State: $SI_SITESTATE $PageOfPage MAY 7, 2019 LATERAL TOE -NAIL DETAIL Mil -TOENAIL SP NOTES: MiTek USA, Inc. Page 1 of 1 u 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER 0 0o AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND 0 0o EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. MiTek USA, Inc. . 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. ENGINEEHEO BLl � . ❑ A MiTek Affillate 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 C7 .131 88.0 80.6 69.9 68.4 59.7 p .135 93.5 85.6 74.2 72.6 63.4 ...i to .162 108.8 99.6 86.4 84.5 73.8 ri z .128 74.2 67.9 1 58.9 57.6 50.3 0 .131 75.9 69.5 60.3 59.0 51.1 N .148 81.4 74.5 64.6 63.2 52.5 M VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d (0.162' X 3.5") NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) = 291.5 lb Maximum Capacity ANGLE MAY VARY FROM 30 ° TO 60 ° 45.00 ° ANGLE MAY VARY FROM 30 ° TO 60 ° VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3) 2 NAILS IXF NEAR SIDE NEAR SIDE SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE 45.00 ° SIDE VIEW (2x6) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30 ° TO 60 ° 45.000 Nu 047102 a 6TATE OF Job Truss Truss Type Qty Ply Residence T24275499 J42238A FG_D Flat Girder 1 q J Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:49:38 2021 Page 1 I D:GdgLp?CC5OY9YMQi9642_FzMZlg-sRBDjvSCPIgJPmPdUh7PDiUXftgvRRnJ?e WLGbz83YB 4-1-15 8-2-1 12A-0 4-1-15 4-0-3 4-1-15 1x4 II 1 5x6 = 3x4 = 44 = 3 4 Scale=1:21.1 5x6 = E 6 10 11 8 12 13 7 6x6 — 14 15 HUS26 HUS26 o a — HUS26 HUS26 HUS26 HUS26 6 6 f 9 5x8 11 Special Special Special 4-0-3 Special Special Special 6 5x8 11 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2020/TPI2014 CSI. TC 0.76 BC 0.78 WB 0.62 Matrix -MS DEFL. in Vert(LL) 0.17 Vert(CT) 0.15 Horz(CT) -0.02 (loc) I/deft Lid 7-8 >836 240 7-8 >957 180 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 238 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 8-9-6 oc bracing. 1-9,5-6: 2x6 SP No.3, 1-8,5-7: 2x4 SP No.2 REACTIONS. (size) 9=0-6-0, 6=0-6-0 Max Uplift 9=-7724(LC 4), 6=-7101(LC 4) Max Grav 9=6251(LC 1). 6=5742(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-4184/5221, 1-2=-7521/9299, 2-3=-7521/9299, 3-5=-7570/9362, 5-6=-4214/5259 BOT CHORD 8-9=471/378, 7-8=-9362/7570, 6-7=-454/365 WEBS 1-8=-10131/8197, 2-8=-188/438, 3-7=-176/440, 5-7=-10222/8268 NOTES- 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 4) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 9=7724,6=7101. 9) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-0-4 from the left end to 11-0-4 to connect truss(es) to front face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-60, 6-9=-20 Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 9,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. -- Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall r 11, building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS//TPI1 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 Residence T24275499 J42238A FG_D Flat Girder 1 Job Reference (optional) Cast Coast Truss, Ft. Pierce, FL - 34946. 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:49:38 2021 Page 2 I D:GdgLp?CC50Y9YMQi9642_FzMZlg-sRBDjvSCPIgJPmPd Uh7PDiUXr?gvRRnJ?e WLGbz83YB LOAD CASE(S) Standard Concentrated Loads (lb) Vert:10=-1845(F=-1080, B=-765) 11=-1840(F=-1078, B=-761) 12=-1840(F=-1078, B=-761) 13=-1840(F=-1078, B=-761) 14=-1840(F=-1078, 8=-761) 15=-1840(F=-1078, B=-761) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall r building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ivi iTe k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP/1 Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Residence T24275500 J42238A FT01 Roof Special 7 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:49:39 2021 Page 1 ID:GdgLp?CC5OY9YMQig642 FzMZlg-LdlbxFTgAco9lw p2PeemwlgfO?fAtuSEIFvolz83YA -0r3r8 2 8-0 511-0 7 8 8 10.4-8 13-1-4 15-1-4 17-102 20-0-0 22-10 8 25-6-8 28-0-11 2 8 0'3'8 2.8-0 2;3-0 2.4-8 2.8-0 2 8-12 2-0-0 2 8-12 2-8-0 2-0 8 2_8 2-0-3 0 3 5x6 = 1x4 II J 13-4-12 3x6 = 6x6 = 3x4 = 5 1x4 II 1x4 II 4x6 = 4x6 = 3x4 = 7 8 9 10 24 11 Scale = 1:49.0 0.25 12 1x4 II 3x8 = 12 13 E NO- 4 �qq d I i E 1. � 22 21 2x4 11 4x8 = REFER TO NOTES 7 & 9 BELOW. 2-8-0 7-8-8 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020ITP12014 LUMBER - TOP CHORD 2x4 SP No.1 *Except* 10-13: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 13-14: 2x6 SP No.3 OTHERS 2x4 SP No.3 L.-Id20 19 18 17 16 15 14 3x8 = 5x5 WB — 3x4 = 3x4 = 5x8 = 4x8 = 3x6 11 REACTIONS. (size) 1=0-3-0, 14=0-8-0 Max Horz 1=65(LC 8) Max Uplift 1=-1350(LC 8). 14=-1351(LC 8) Max Grav 1=1120(LC 1), 14=1120(LC 1) 6m, 5PA CSI. DEFL. in (loc) I/defi Lid PLATES GRIP TC 0.88 Vert(LL) 0.77 18 >437 240 MT20 244/190 BC 0.88 Vert(CT) 0.67 18 >503 180 WB 0.70 Horz(CT) -0.02 14 n/a n/a Matrix -AS Weight: 153 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1536/2649, 2-3=-1536/2658, 3-4=-3346/5818, 4-5=-3346/5826, 5-6=-3875/6763, 6-7=-3873/6768,7-8=-3875/6778,8-9=-2955/5169,9-11=-2954/5173,11-12=-1253/2218, 12-13=-1253/2227, 13-14=-1087/1996 BOT CHORD 20-21=-4624/2570, 18-20=-6640/3736, 17-18=-6814/3872, 16-17=-6169/3472, 15-16=-3909/2174 WEBS 7-17=-221/484, 2-21=-148/408, 1-21=-3164/1779, 3-21 =-1 280/2332, 3-20=-1561/956, 4-20=-141/354, 5-20=-494/948, 13-15=-2821/1588, 12-15=-147/403, 11-15=-1222/2224, 11-16=-1710/1035, 9-16=-155/377, 8-16=-671/1257, 8-17=-829/515 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Corner(3) 0-1-12 to 6-6-9, Exterior(2) 6-6-9 to 21-8-15, Corner(3) 21-8-15 to 28-1-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Provide adequate drainage to prevent water ponding. 4) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=1350,14=1351. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: N June 9,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Residence T24275501 J42238A FT02 Roof Special 6 1 Job Reference (optional) -rest L oast I russ, m. merce, f-L - 149413, t5.43U s may 1 z zuzl mi I eK Inousines, Inc. Wed dun 9 uu:4u:4u zuz1 rage 1 I D:GdgLp?CC5OY9YMQi9642_FzMZlg-pgJz8a USxvwOe4ZOc69tl7ZpfoOrvKHcSy?SKUz83Y9 -0r3 8 2-0-0 5 4-0 7 8 8 10-0 8 13-1 4 15-1� 17-0 8 19-11-8 22-0-0 25-0-0 27-10-0 0-3-8 2-8-0 2-8-0 2-4-8 2-8-0 2-8-12 2-0-0 2-2-4 2-8-0 2-0-8 2-8-0 2 0.25 12 13-4-12 2-0-0 1 x4 11 6x6 = 3x4 = 1x II 1 4 3 II 4x6 = 4x6 = 1x4 II 5x6 = ix4 11 4x6 = x4 = 5 6 7 8 9 1024 11 12 BELOW. 25-" 27-10-0 Scale: 1/4"=1' 3x8 = 13 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020/TPI2014 CSI. TC 0.99 BC 0.69 WB 0.69 Matrix -AS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/defi L/d 0.70 19-20 >471 240 0.61 19-20 >543 180 -0.01 14 n/a n/a PLATES GRIP MT20 244/190 Weight: 149 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-10: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 *Except* 17-22: 2x4 SP No.1 WEBS 2x4 SP No.3 *Except* 13-14: 2x6 SP No.3 REACTIONS. (size) 1=0-3-0, 14=Mechanical Max Horz 1=63(LC 8) Max Uplift 1=-1324(LC 8), 14=-1325(LC 8) Max Grav 1=1098(LC 1), 14=1098(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1501/2610, 2-3=-1501/2618, 3-4=-3256/5704, 4-5=-3256/5712, 5-6=-3724/6549, 6-7=-3722/6553, 7-8=-3724/6564, 8-9=-2893/5104, 9-11=-2894/5112, 11-12=-1235/2201, 12-13=-1235/2209,13-14=-1067/1975 BOT CHORD 20-21=-4559/2514, 19-20=-6490/3625, 18-19=-6599/3721, 16-18=-6056/3386, 15-16=-3867/2131 WEBS 7-18=-233/488, 1-21=-3112/1736, 2-21=-143/403, 3-21=-1253/2302, 3-20=-1497/914, 4-20=-130/337, 5-20=-467/906, 13-15=-2793/1561, 12-15=-147/408, 11-15=-1188/2186, 11-16=-1675/1006,9-16=-159/388,8-18=-774/477,8-16=-641/1195 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Corner(3) 0-1-12 to 6-6-9, Exterior(2) 6-6-9 to 21-2-7, Corner(3) 21-2-7 to 27-7-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 1=1324, 14=1325. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. Michael S. Magid PE No,53681 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum MiTek USA, Inc. FL Cert6634 sheetrock be applied directly to the bottom chord. 6604 Parke East Blvd. Tampa FL 33610 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Date: June 9,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. -- • �* Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 ANS11TP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply Residence T24275502 J42238A FT03 Monopitch 11 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:49:41 2021 Page 1 ID:GdgLp?CC5OY9YMQi9642 FzMZIg-HOtMLwU5iD2tGE7C9gg6rL60XCoBepglhck?swz83Y8 Q-3 8 4-0-0 7-8-8 10-0-0 14-8-8 19-5-0 19 8r8 0-3�3- 4-0-0 3-8-8 2-3-8 4-8-8 4-8-8 0-3- 0.35 12 8-3-8 1 .i ii 2-0-0 4 11 5x5 WB = 5x5 = 6x8 = � � 4x4 = — I — 6 7 BELOW. BELOW. Scale = 1:34.9 -QV11 4-0-0 7-8-8 9.8-8 1Q-0r0 14-8-8 19-5-0 19-8rB 0�3-g 4-0-0 3-8-8 2-0-0 0-3- 4.8-8 4-8-8 0-3- Plate Offsets (X,Y)-- [1:0-2-8,0-3-0], [2:0-2-0,0-2-8], [5:0-2-8,Edge], [6:0-2-8,0-3-0], [7:0-3-7,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.25 10 >901 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.36 Vert(CT) 0.23 10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(CT) 0.08 7 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 100 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-5: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 1-13. 7-9 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 1=0-3-0, 7=0-3-0 Max Horz 1=62(LC 8) Max Uplift 1=-922(LC 8), 7=-923(LC 8) Max Grav 1=765(LC 1), 7=765(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1325/2734, 2-3=-1835/3748, 3-4=-1833/3762, 4-6=-1835/3778, 6-7=-1307/2760 BOT CHORD 11-13=-2826/1321, 10-11=-3816/1830, 9-10=-2770/1302 WEBS 3-11=-176/472, 4-10=-191/521, 1-13=-2967/1389, 2-13=-498/1273, 2-11=-1097/565, 7-9=-2990/1408, 6-9=-533/1386, 6-1 0=-1 156/584 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Corner(3) 0-1-12 to 6-6-9, Exterior(2) 6-6-9 to 12-10-7, Corner(3) 12-10-7 to 19-3-4 zone;C-C for members and forces & MWFRS for reactions shown; 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) This truss has been designed for a 10.0 pelf bottom chord live load nonconcurrent with any other live loads. 4) ' 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=922, 7=923. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1, 7. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Michael S. Magid PE No,53681 MiTek.USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL.33610 Date: June 9,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not MY a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIf 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 Residence T24275503 J42238A FT04 Roof Special 7 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:49:42 2021 Page 1 I D:GdgLp?CC50Y9YMQi9642_FzMZlg-ICRkZG VITXAkuOiOjXCLNYfAHc7QN FgvwGUZPMz83Y7 ¢38 4-0-0 8-0-0 10-0-0 15-1A 20-0-5 2¢418 0� 4-0-0 4-M 2-0-0 5-1A 4-11-1 -4- 0 C� REFER TO NOTES 6 & 8 BELOW. 0.35 12 1x4 II 1x4 II 46 = 5x5 = 3x4 = , _ , . = 6 Scale=1:35.1 5x6 = 7 N_ f� N 3x6 = -- — 3x4 = 3x4 = 3x6 = 3x6 II -4 4-0-0 8-0-0 10-0-0 15-1 A 20A-8 0 3 4-0-0 4-0-0 2-0-0 5-1-4 5-3-4 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020/TP12014 LUMBER - TOP CHORD 2x4 SP No.1 'Except' 1-5: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 7-8: 2x6 SP No.3 REACTIONS. (size) 1=0-3-0, 8=0-8-0 Max Horz 1=64(LC 8) Max Uplift 1=-964(LC 8), 8=-966(LC 8) Max Grav 1=800(LC 1), 8=800(LC 1) CSI. DEFL. in (loc) I/defl Ud TC 0.92 Vert(LL) 0.31 9-10 >768 240 BC 0.43 Vert(CT) 0.27 9-10 >873 180 WB 0.63 Horz(CT) 0.01 8 n/a n/a Matrix -AS PLATES GRIP MT20 244/190 Weight: 105 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at micipt 1-13. 7-9 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1391/2809, 2-3=-1995/3991, 3-4=-1994/4006, 4-6=-1995/4022, 6-7=-1481/3054, 7-8=-747/1689 BOT CHORD 11-13=-2904/1387, 10-11=-4063/1991, 9-10=-3066/1475 WEBS 3-11=-198/502, 4-1 0=-1 83/509, 1-13=-3049/1458, 2-13=-536/1324, 2-11 =-1 284/669, 7-9=-3214/1552, 6-9=-537/1376, 6-10=-1087/562 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Corner(3) 0-1-12 to 6-6-9, Exterior(2) 6-6-9 to 13-8-15, Comer(3) 13-8-15 to 20-1-12 zone;C-C for members and forces & MWFRS for reactions shown; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=964, 8=966. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Michael S. Magid PE No,63681 MiTek USA, Inc, FL Cent 6634 e9D4 Parke East Blvd. Tampa FL 33610 Date: June 9,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE. -- Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall r building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIlTP/t 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, MO 20601 Tampa, FL 36610 Job Truss Truss Type Qty, Ply Residence T24275504 J42238A FT05 Roof Special 6 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:49:43 2021 Page 1 I D:GdgLp?CC5OY9YMQi9642FzMZlg-DP?6mcWLEglbVYHbHFjawmBLgOTG6iZ29wD6xpz83Y6 3 8-M 0-00 14-10-1_ 19-9-14 2-0 034-0-0 4-M 4-10-15 4 13 2x4 I REFER TO NOTES 7 & 9 BELOW. 1x4 II 3x4 = , . 5x6 WB = 5x5 = 0.35 12 Scale = 1:34.3 5x5 = 12 11 10 9 8 3x6 = 5x5 = 3x4 = 3x6 = Q-3�8 4-0-0 8-0-0 10-0-0 14-10-15 19-9-14 0-3- 4-0-0 4-0-0 2-0-0 4-10-15 4-10-15 Plate Offsets (X,Y)-- [1:0-2-8,0-3-0], [5:0-3-0,Edge], [6:0-2-8,0-2-12], [7:0-1-12,0-2-12], [11:0-1-12,0-3-0] LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020/TP12014 LUMBER - TOP CHORD 2x4 SP No.1 *Except* 1-5: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 7-8: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 1=0-3-0, 8=Mechanical Max Horz 1=63(LC 8) Max Uplift 1=-941(LC 8), 8=-943(LC 8) Max Grav 1=781(LC 1). 8=781(LC 1) 3x6 II CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.87 Vert(LL) 0.28 10 >833 240 MT20 244/190 BC 0.39 Vert(CT) 0.25 10 >943 180 WB 0.59 Horz(CT) 0.01 8 n/a n/a Matrix -AS Weight: 102 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 1-12. 7-9 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1355/2771, 2-3=-1906/3855, 3-4=-190813878, 4-6=-1909/3894, 6-7=-1384/2892, 7-8=-732/1665 BOT CHORD 11-12=-2864/1351, 10-11=-3933/1905, 9-10=-2903/1379 WEBS 3-11=-187/487, 4-10=-186/514, 1-12=-3007/1420, 2-12=-516/1298, 2-11=-1177/611, 7-9=-3105/1478, 6-9=-539/1392, 6-10=-1130/577 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Corner(3) 0-1-12 to 6-6-9, Exterior(2) 6-6-9 to 13-3-5, Corner(3) 13-3-5 to 19-8-2 zone;C-C for members and forces & MWFRS for reactions shown; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • 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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=941,8=943. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6834 6804 Parke East Blvd. Tampa FL 33610 Date: June 9,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-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 pr �Y building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ivi iTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Residence T24275505 J42238A FT07 Monopitch 4 1 Job Reference (optional) .East Coast Truss, Ft. Pierce, FL - 34946, 8.430 s May 12 2021 MiTek Industries, Inc. Wed Jun 9 08:49:44 2021 Page 1 I D:GdgLp?CC5OY9YMQig642_FzMZlg-hbYU_yXz?8QS7hsnryEpTzkWAPt_rBcBNaztTFz83Y5 �0-3-B 4-4-8 8-9-0 B-0 8 b 3-8' 4-4-8 4-4-8 -3- , 5x5 = 6 2x4 11 REFER TO NOTES 7 & 9 BELOW. 0.25 12 3xs 11 5x5 = 3 5 4 3x8 = 2x4 II Scale=1:18.3 REFER TO NOTES 7 & 9 BELOW. i0-3 $ 4-4-8 B-9-0 9-0-8 b 3-8' 4-4-8 4-4-83-81 Plate Offsets (X,Y)-- [1:0-1-8,0-3-0), [3:0-1-8,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.03 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.16 Vert(CT) 0.03 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -AS Weight: 48 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-3-0, 3=0-3-0 Max Horz 1=20(LC 8) Max Uplift 1=-408(LC 8), 3=-408(LC 8) Max Grav 1=338(LC 1), 3=338(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-399/1191, 2-3=-401/1219 WEBS 2-5=-311/1321, 1-5=-1372/444, 3-5=-1395/452 NOTES- 1) Wind: ASCE 7-16; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=32ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Corner(3) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3) Provide adequate drainage to prevent water ponding. 4) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 1=408,3=408. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1, 3. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Michael S. Magld PE No,53661 MiTek USA, Inc. FL Cart 6634 6604 Parke East Blvd. Tampa FL 33610 Date: June 9,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall FEE, building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 34' � / 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 p y Damage or Personal Injury Ll Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. and fully embed teeth. TOP CHORDS 2. Truss bracing must be designed by an engineer. For c1-2 c2-3 wide truss spacing, individual lateral braces themselves �'y16 WEBS 4 may require bracing, or alternative Tor I bracing should be considered. T I O �'•� �y� 3. Never exceed the design loading shown and never O stack materials on inadequately braced trusses. o U a0 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and For 4 x 2 orientation, locate c� a cs s all other interested parties. plates 0- tiid' from outside BOTTOM CHORDDSS edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE locations are regulated by ANSI/TPI 1. required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. 7. Design assumes trusses will be suitably protected from connector plates. the environment in accord with ANSI/TPI 1. " Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber software or upon request. shall not exceed 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. ICC-ES Reports: 10. Camber is a non-structural consideration and is the The first dimension is the plate responsibility of truss fabricator. General practice is to 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 camber for dead load deflection. to slots. Second dimension is the length parallel to slots. ER-3907, ESR-2362, ESR-1397, ESR-3282 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated 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 pudins 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. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior approval of an engineer. (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved reaction section indicates joint 17. Install and load vertical) y unless indicated otherwise. number where bearings occur. Min size shown is for crushing only. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: 19. Review all portions of this design (front, back, words ANSI/TPI1: National Design Specification for Metal and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. 20. Design assumes manufacture in accordance with BCSI: Building Component Safety Information, ANSIrrPI 1 Quality Criteria. Guide to Good Practice for Handling,MiTek� Installing & Bracing of Metal Plate 21.The design does not take into account any dynamic Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020 or other loads other than those expressly stated.