Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Truss
=LIFE SAFETY WARNING This symbol identifies Life Safety Warnings that should be read and given special attention to all persons installing trusses. SPACING NOTE All trusses are to be set 2'-0" on center except as noted. MULTIPLE PLY TRUSSES MUST BE FASTENED TOGETHER PER ENGINEERING BEFORE SETTING. REFER TO ENGINEERING DRAWING TO DETERMINE IF MULTIPLE PLY. po DON'T LIFT TRUSSES WITH SPANS LONGER THAN 30' BY THE PEAK. CONSULT BCSI 30' Sp nor less 60 degrees T or less 9 �-- 112 span —� a Ilne f pprax 213 to la line approx. T 9 tl2 of Span. REFER TO SCSI REFER TO SCSI Truss must be set this way If crane is used. Truss must be set this way if crane is used Tmea is an example, your truss may not match. Truss is an example, your truss may not match. Insist creme operator sets truss this way. Insist crane operator sets truss this way. All load bearing walls, headers, beams, & lintels must be in place at indicated height before trusses INare installed. j _y waste AIR HANDLER NOTE Unless noted elsewhere on this layout, these trusses are not designed for air handlers in the roof or for any other A/C requirements. This may be in conflict with building code and A/C Design requirements. Consult with Building Department and A/C Contractor. Z T-S WAR ING The size of these trusses makes it necessary that they a set by a profeesional builder familiar with and experienced in the problems and dangers of setting large span trusses. The builder and erector should consult with an engineer licensed in Florida specializing in wood roof trusses about the safe erection of these trusses. The engineer should be at the job site when trusses are erected to provide supervision and advice. REPRESENTS THE LEFT SIDE OF EACH TRUSS DRAWING SEAT PLATES BY CHAMBERS TRUSS sJ REPRESENTS A HANGER HANGER SCHEDULE USE HUS26 FOR 2X4, SUH46 FOR 4X2 EXCEPT AS SHOWN CARRIED TRUSS CARRYING TRUSS HANGER ID FASTENER FOR CARRIED TRUSS FASTENER FOR CARRYING TRUSS RA5 RA HD26-2 12)- 18 -16D GRB5 GRB THD26-2 12 -1 OD 18 -16D GRG GRF THD26-2 (12)-10 D 18 -16D Please refer to Standard Engineering package for general instuction on installing hangers 10d=0.148" x 3" 16d=0.162" x 3 1/2" Hatch Legend AALINGG T 9'-10T '-10" CEILING AT 11'-8" V///] INDICATES VOLUME CEILING FA LOAD BEARING AT 9'-0" LOAD V—A BEARING AT 11'-0" LOAD RA BEARING AT 13'-0" As as as ARE BY OTHERS. 0 UNDER FRAME CEILINGS AS NEEDED. jRNS ARE BY BUILDER IF .. ■ IGHTS ADJUSTED FOR ENGINEERING PURPOSES. HIP `"RR'ER`°`A"°Aa °'ME"R'°RE°°"Jk°°' ZFABRICATION AGREEMENT TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED & RETURNED'I I The undersigned acknowledges and agrees: pm .2NET 1. Trusses will be made in strict accordance with this truss placement diagram layout, which is the sole authority for BEVELED BEE STANDARD a determining successful fabrication of the trusses. ENGINEERING . op.> 2. All dimensions in this layout have been verified by the undersigned. I A8€ 3. Unless written notice is provided by certified mail to Chambers Truss vdthin ten (10) days of delivery the, undersigned agrees that no backcharges will be allowed. In the event such written notice is furnished Chambers Truss '$hall have three (3) business days in which to begin repairs required, or to substitute other trusses, at Chambers option... After 10 days of delivery remedy will be according to Florida statute 558. 4. The undersigned acknowledges receipt of "SCSI" summary sheet by TPI & WTCA. 5. Delivery is to job site. It is the buyer's responsibility to make the job site suitable for delivery. Chambers Truss has! the sole authority to determine the suitability of the job site or a portion of the job site for delivery. Chambers Truss will'.. be responsible for dump delivery only. The buyer is responsible for additional delivery expenses if Chambers Truss has to redeliver because job site is not prepared for delivery or buyer is not prepared for delivery of trusses. Buyer is 24'D.c TKRu CORNER JACI responsible to Chambers Truss for towing costs due to site conditions. _a, _ 1 I'll 6. Price as shown in paragraph 7 below is subject to change if any changes are made in this layout. A $50 per hour: CORNER DETAIL fee for revisions may be charged by Chambers Truss. 7, This is a PURCHASE ORDER to Chambers Truss of the sum agreed to, or if no agreement a reasonable price. ow£RNANmBNOT SHOWN FOR ..III ! invoice will be made on delivery and paid within terms of net on delivery. Invoice may be made at scheduled dale of. _.,..._..__.____._. delivery if buyer cannot accept delivery of fabricated trusses. The undersigned agrees to pay Chambers Truss 'i reasonable attorneys fee for collections in event of payment not timely made. 1-112 %s per month service charge will be UNSUPPORTED JACK CONNECTION DETAIL added for all sums not paid within terms. MTata Was Pr MTT lOvx TM Chl and LLMpr BlAntl Ch...h l°lx la- ua Y nail In Caalar laW: T In Hip canner 8. Signature or initials an g g anywhere on this sheet constitutes agreement to all terms herein. °oude°t.,I°'s Nsa, 9. In consideration of Chambers Truss extending credit for this material the undersigned unconditionally guarantees I, payment when due of any and all indebtedness owed to Chambers Truss by any entity receiving material and tlle'I undersigned agrees to pay such indebtedness including attorneys fees, if default in payment for material be made by the CARRIED JACK HIP ARRIER recipient, 10. In the event of any litigation concerning this agreement, the items furnished hereunder or payments referred to'I herein, the parties agree that the sole venue for any such action will be Saint Lucie County, Florida. 11. Design responsibilities are per Mational Standard And Recommended Guidelines On Responsibilities For Construction Using Metal Plate Connected Wood Trusses ANSIITPIM/TCA 4 - 20D2tl1 5' 12. Warranty is per Chambers Truss Warranty attached. III" Wall "JIYall a ns a strip.n a n as ehl Its 11"Tatl VIA waY DATED SIGNED FOR TITLE A spreader bar may be required per "BCSI" to prevent injury & damage. Multiple ply trusses must be fastened together per engineering before they are set failure to do so can result in roof collapse PLUMB CUT END 2X4 TOP CHORD WALL HEIGHT 9'-0" END DETAIL: MASTER BED 512 4-01 X [ PLUMB CUT END 2X4 TOP CHORD 12 WALL HEIGHT I T-0" 5 r END DETAIL: DINING 4-01:r 1 j-06-001.2-02-00 n r ' Temporary and permanent bracing are required and can save life and property and is the responsibility of the truss erector. Study the contents of the information packet included on delivery before ' setting trusses. Trusses must be set and braced per design to prevent injury & damage. Trusses must be set plumb and square Do not set bunks or stack of plywood, roofing material or any other concentrated loads on trusses, this can cause collapse. DO NOT INSTALL TRUSSES USING THIS USE PLAN DELIVERED WITH TRUSSES TO SET TRUSSES CHAMBERS TRUSS INC rr1iTEK VERSIDFf7:4.t;431LOA-- " PER CODE ESIGNSUCHSSBCCRITERIA REDUCIBLE ' PER CODE SUCH AS SBC 1609.61 DESIGN CRITERIA County ST. LUCIE Building Department ST. LUCIE COUNTY Wind Design Criteria ASCE 7-16 Wind Design Method MWFRS(DirectionaplC-C hybrid Wind ASCE 7-16 Roofing Material Shingle or Shake Loading in PSF Roof R.D.L. Floor' Top Chord Live 20 0 Top Chord Dead 7 4,2 0 Bottom Chord Live *10-Non Conccurent 0 Bottom Chord Dead 10 3 0 Total Load 47 7.2 0 Duration Factor 1.25 0 Wind Speed 160mph Top Chord C.B. Sheathing by builder Bottom Chord C.B. Sheathing by builder Highest Mean Height 17' Building Type Enclosed Building Category II: Non Restrictive Exposure Category C>Open Terrain with scattered obstructions Miles from Ocean 5 Conforms to Florida Building Code 2020 R.D.L.=Restraining Dead Load C.B.=Continuous Bracing Verify DESIGN CRITERIA shown above with the building department and your engineer. Design Criteria is the responsibility of the PLUMB CUT END 12 2X4 TOP CHORD 5 r WALL HEIGHT VARIES END DETAIL: TYPICAL 4-01 1 ulding Designer and(or Engineer of Record Chambers Truss Inc. Drawing Name: 77363 SCALE: 3/16" = 1 r-011 193 total trusses, 78 unique designs Designer: RLC Reviewed by: RLC Date: 03/22/21 REVISED 06/08/21 FOR RON RAYMOND DESCRIPTION: FOLEY RESIDENCE Page 1 of 1 CUSTOMER INITIALS EACH PAGE MiTek° RE: 77363 - FOLEY Site Information: Customer Info: Ron Raymond Lot/Block: . Address: Unknown, . City: St Lucie County 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: Roley Model: Subdivision: . State: FL MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Name. Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2020/TP12014 Design Program: MiTek 20/20 8.4 Wind Code: ASCE 7-16 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 78 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 No. Seal# Truss Name Date 1 T24259953 A 6/9/21 15 T24259967 C .6/9/21 2 T24259954 Al 6/9/21 16 T24259968 C1 6/9/21 3 T24259955 A2 6/9/21 17 T24259969 C2 6/9/21 4 T24259956 A3 6/9/21 18 T24259970 C3 6/9/21 5 T24259957 A4 6/9/21 19 T24259971 D 6/9/21 6 T24259958 A5 6/9/21 20 T24259972 D1 6/9/21 7 T24259959 ATG 6/9/21 21 T24259973 D2 6/9/21 8 T24259960 ATK 6/9/21 22 T24259974 D3 6/9/21 9 T24259961 B 6/9/21 23 T24259975 D4 6/9/21 10 T24259962 B1 6/9/21 24 T24259976 D5 6/9/21 11 T24259963 B2 6/9/21 25 T24259977 G 6/9/21 12 T24259964 B3 6/9/21 26 T24259978 G1 6/9/21 13 T24259965 B4 6/9/21 27 T24259979 G2 6/9/21 14 T24259966 B5 6/9/21 28 T24259980 G3 6/9/21 This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: ORegan, Philip My license renewal date for the state of Florida is February 28, 2023. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. ♦♦♦♦ ��P J. O No 58126 :rc= 0. STATE OF :14/ Philip J. O'Regan PE Ne.58126 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 9,2021 OReganJKa o g , P ,. k �, c L� �. .J MiTek° RE: 77363 - FOLEY Site Information: Customer Info: Ron Raymond Lot/Block: . Address: Unknown, . City: St Lucie County Project Name: Roley Model: Subdivision: . No. Seal# Truss Name Date 29 T24259981 G4 6/9/21 30 T24259982 G5 6/9/21 31 T24259983 G6 6/9/21 32 T24259984 GR3 6/9/21 33 T24259985 GR5 6/9/21 34 T24259986 GRA 6/9/21 35 T24259987 GRA5 6/9/21 36 T24259988 GRB 6/9/21 37 T24259989 GRB5 6/9/21 38 T24259990 GRC 6/9/21 39 T24259991 GRC1 6/9/21 40 T24259992 GRID 6/9/21 41 T24259993 GRF 6/9/21 42 T24259994 GRG 6/9/21 43 T24259995 GRH 6/9/21 44 T24259996 GRK 6/9/21 45 T24259997 GRK1 6/9/21 46 T24259998 GIRL 6/9/21 47 T24259999 GRW 6/9/21 48 T24260000 GRY 6/9/21 49 T24260001 H 6/9/21 50 T24260002 J 1 6/9/21 51 T24260003 AA A 6/9/21 52 T24260004 J3 6/9/21 53 T24260005 J3A 6/9/21 54 T24260006 J5 6/9/21 55 T24260007 J5B 6/9/21 56 T24260008 J5C 6/9/21 57 T24260009 J51D 6/9/21 58 T24260010 J5P 6/9/21 59 T24260011 J7 6/9/21 60 T24260012 JB3 6/9/21 61 T24260013 JC5 6/9/21 62 T24260014 JC7 6/9/21 63 T24260015 J U 1 6/9121 64 T24260016 K 6/9/21 65 T24260017 K1 6/9/21 66 T24260018 K2 6/9/21 67 T24260019 KJ3 6/9/21 68 T24260020 KJ5 6/9/21 69 T24260021 KJ7 6/9/21 70 T24260022 KJA5 6/9/21 71 T24260023 KJC7 6/9/21 72 T24260024 MV2 6/9/21 73 T24260025 MV4 6/9/21 74 T24260026 MV6 6/9/21 75 T24260027 MV8 619/21 76 T24260028 MV10 6/9/21 77 T24260029 MV12 619121 78 T24260030 V4 6/9/21 State: FL 2 of 2 MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type City Ply FOLEY T24259953 77363 A ROOF SPECIAL 1 1 Job Reference (optional) • •----•, •-• , - •-�- my 14 cvc 1 IVII I eR 111U1 Li e5, n1G. I ue Jun O UU.UU'UD /UZ I rage -1 ID: NRwBsubNlflvWHZitmA3hgzYRCF-FN P78FW WvpgSlyl TtER4tout82mHi9LmiaMhDKz8OLy 16 7-1-8 16%!-4 19-7-8 27-5-6 33-1-0 3711 42-0-0 49-0-0 0-6 -0 0 6-5-12 6 0 4 7-9-14 5-7-10 4-5-8 4-5 8 7-0-0 6 0 Scale = 1:91.1 5.00 12 5x6 = ' 3x4 I I 6 3x6 i 2g 30 5x6 = 3x5 = 5x12 4 5 7 8 3x5 = 11 3x5 i 3 1 1"34 18 N 28 5x8 = 17 12 1� � `V 19 3x5 zz o 2 5xB 16 1514 36 37 IN d 5x 35 8 = 3.00 12 5x8 = 4x5 = 21 20 3x4 II 4x5 = 3x5 = 4x6 II 7-1-8 13-0.0 1a-7,-4 234-8 27-5.6 33-1-0 42-0-0 43-0�0 49-0-0 ' 7-11 5-10-8 0'-713 9-9-0 4-0-14 5-7-10 8.11-0 6-0-0 Plate Offsets (X,Y)— [10:0-9-8,0-2-12] [15:0-1-8,0-3-4] [16:0-5-4,0-2-8],[19:0-2-4 0-3-4] [20:Ed a 0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.29 18-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.61 18-19 >563 240 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.07 15 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.22 21-24 >727 240 Weight: 253 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-12 oc purlins. BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 3-7-2 oc bracing. 5-20: 2x4 SP No.3 WEBS 1 Row at midpt 6-19 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 20=0-7-4, 12=0-8-0, 15=0-8-0, 14=0-8-0 Max Horz 2=-308(LC 10) Max Uplift 2=-439(LC 12), 20=1355(LC 12), 12=389(LC 17), 15=-965(LC 12), 14=-818(LC 17) Max Grav 2=359(LC 21), 20=1947(LC 1), 15=2478(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-183/801, 3-5=1051/1542, 5-6=-869/1529, 6-7=-776/266, 7-8=-1548/1021, 8-9=-520/506,9-10=-766/1595,10-11=-668/1602,11-12=741/1485 BOT CHORD 2-21=-739/129, 19-20=-1904/1775, 5-19=-414/427, 18-19=-163/351, 17-18=-838/1659, 16-17=-241/516, 15-16=-413/243, 14-15=-1321/809, 12-14=-1302/803 WEBS 3-21=-600/359,19-21=-706/167,3-19=-1116/1869,6-19=-1888/1222,6-18=286/948, 7-18=-984/950, 7-17=-514/351, 8-17=-598/1106,8-16=577/393,9-16=-556/1074, 9-15=-1470/1012, 10-15=-587/163, 11-14=-198/573, 11-15=-960/935 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=49ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 3-4-13, Interior(1) 3-4-13 to 19-7-8, Exterior(2R) 19-7-8 to 24-6-5, Interior(1) 24-6-5 to 42-0-0, Exterior(2R) 42-0-0 to 46-10-13, Interior(1) 46-10-13 to 50-6-0 zone; porch left and right This item has been exposed;C-C for members and forces & MWFRS for reactions shown; 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 electronically signed and to the use of this truss component. sealed by ORegan, Philip, PE 4) Provide adequate drainage to prevent water ponding. using a �191ta1 Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This Printed copies of 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, document are not Considered 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) signed and sealed and the 2=439, 20=1355, 12=389, 15=965,14=818. signature must be verified on any electronic copies. Philip J. O'Regan PE No,68126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33010 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 ■".�y�itipj a truss system. Before use, the building designer must verily 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 Job Truss Truss Type Qty Ply FOLEY T24259954 77363 Al ROOF SPECIAL 1 1 Job Reference (optional) "• •"•••"�•" • •" "• • �, - ��� , o.40u b IVIdy IZ LUL I IVII I eK InuuS[rleb, Inc. t ue Jun o Uy:vy:ut zuzi rage 1 ID:NRwBsubNlflvWHZitmA3hgzYRCF-CIXuZxXnRQ4A_GAr eUYyDzE3sSTA2L29uroHDz80Lw 1.6 7-1 8 13-7 4 19-7.8 25.5.6 33.1-0 40-0-0 42-8-0 4-2- 49-0-0 0-6 -0 0 7-1 8 6-5-12 6-0-0 5-9-14 7-7-10 6_ 1_ 2 8 0 1i 2 4-9-14 6 0 Scale = 1:91.1 5.00 12 5x6 = 6 29 3x4 11 3x6 i 5x6 = 3xB = 5x6 = 5 28 7 8 3x5 4 10 3x5 i 0 1 32 3 33 17 a 27 5x8 = 16 11 w rb 18 3x5 Z 1 o 1 2 5x8 ai 15 14 13 35 36 Ic�S 34 3.00 12 5x6 = 4x8 = 3x6 II 45 = 20 19 3x5 = 4x6 II 45 = -0 40-M , 42-8-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020fTP12014 CSI. TC 0.44 BC 0.81 WB 0.92 Matrix -MS DEFL. in (loc) Vdefi Lid Vert(LL) -0.29 17-18 >999 360 Vert(CT) -0.61 17-18 >576 240 Horz(CT) 0.09 13 n/a n/a Wlnd(LL) 0.22 20-23 >727 240 PLATES GRIP MT20 244/190 Weight: 254 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-12 oc purlins. BOT CHORD 2x4 SP M 30 `Except* BOT CHORD Rigid ceiling directly applied or 3-5-6 oc bracing. 5-19: 2x4 SP No.3 WEBS 1 Row at midpt 6-18, 8-14 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 19=0-7-4, 11=0-8-0, 13=0-8-0 Max Horz 2=-308(LC 10) Max Uplift 2=-429(LC 12), 19=1414(LC 12), 11=346(LC 17), 13=-1019(LC 12) Max Grav 2=342(LC 21), 19=2082(LC 1), 13=1736(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-140/771, 3-5=1099/1669, 5-6=900/1647, 6-7=-1115/565, 7-8=-1621/974, 10-11=-521/1265 BOT CHORD 2-20=-764/90, 18-19=-2039/1846, 5-18=-422/443, 17-18=-137/334, 16-17=-714/1703, 15-16=-455/891, 14-15=-442/850, 13-14=-1103/607, 11-13=-1103/607 WEBS 3-20=-609/378, 18-20=-733/127, 3-18=1155/1880, 6-18=2090/1295, 6-17=617/1378, 7-17=-B16/685, 7-16=-309/194, 8-16=312/801, 8-14=-1178/764, 10-14=-542/1293, 10-13=-1582/934 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=49ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 3-4-13, Interior(1) 3-4-13 to 19-7-8, Exterior(2R) 19-7-8 to 24-6-5, Interior(1) 24-6-5 to 40-0-0, Exterior(2R) 40-0-0 to 44-10-13, Interior(1) 44-10-13 to 50-6-0 zone; porch left and right This item has been exposed;C-C for members and forces & MWFRS for reactions shown; 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 electronically signed and to the use of this truss component. Sealed by ORegan, Philip, PE 4) Provide adequate drainage to prevent water ponding. Using a Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' Printed copies of this 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. document are not Considered 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) signed and sealed and the 2=429, 19=1414, 11=346, 13=1019. signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MITek USA, Inc. FL Can 6634 6804 Parke East Blvd. Tampa FL 33010 Date: June 9,2021 ®WARNING - Venfy 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, note a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall nn /�� 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 ANSVTP11 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 FOLEY T24259955 77363 A2 ROOF SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:08 2021 Page 1 ID: NRwBsubN IflvWHZitmA3hgzYRCF-gy5Gm HYPBkC 1 cQll YM?nVQ WPIGoIvWhCOYaLgfz8OLv 1 6- 7-1 8 13-7 4 19-7 8 23-5-6 28-3-3 3%1-0 38-0-0 42-8-0 4 -2 49-0-0 0-6- -6-0 7-1-8 6-5-12 6-0-4 3-9-14 4-9-13 4-9-13 4-11-0 4-8% 0-6-2 5- -;4 -6-0 Scale = 1:91.1 6 4x5 = 5.00 12 5x6 = 5x6 = 3.4 II 5„a = 31 20 19 3.00112 4x5 = 3x5 = 4x6 11 33-1-0 38-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.29 16-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.61 16-17 >577 240 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(CT) 0.08 14 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MS Wind(ILL) 0.22 20-23 >723 240 Weight: 261 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-9 oc purlins. BOT CHORD 2x4 SP M 30 `Except' BOT CHORD Rigid ceiling directly applied or 3-7-0 oc bracing. 5-19: 2x4 SP No.3 WEBS 1 Row at midpt 6-18 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 19=0-7-4, 12=0-8-0, 14=0-8-0 Max Horz 2=-308(LC 10) Max Uplift 2=-460(LC 12), 19=-1383(LC 12), 12=297(LC 10), 14=-954(LC 12) Max Grav 2=376(LC 21), 19=2012(LC 1). 14=1619(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-225/857, 3-5=-982/1407, 5-6=-775/1382, 6-7=-1572/881, 7-8=-1447/788, 8-9=-838/738,9-10=-846/748,10-11=425/411,11-12=342/951 BOT CHORD 2-20=-735/168, 18-19=-1968/1826, 5-18=-422/449, 17-18=-34/304, 16-17=-600/1295, 15-16=-53/317,14-15=-812/451,12-14=-812/451 WEBS 3-20=-581/341, 18-20=-696/204, 3-18=-1068/1816, 6-18=-2004/1233, 6-17=-860/1754, 7-17=-791/516, 8-17=0/291, 8-16=-549/284, 9-16=-278/318, 10-16=-479/740, 10-15=-576/399, 11-15=-584/1302, 11-14=-1451/940 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=49ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterjor(2E) -1-6-0 to 3-4-13, Interior(1) 3-4-13 to 19-7-8, Exterior(2E) 19-7-8 to 23-5-6, Interior(1) 23-5-6 to 38-0-0, Exterior(2R) 38-0-0 to 42-8-0, Interior(1) 42-8-0 to 50-6-0 zone; porch left and right This item has been exposed;C-C for members and forces & MWFRS for reactions shown; 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 electronically signed and to the use of this truss component. sealed by ORegan, Philip, PE 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This Printed copies of 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. document are not considered 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) signed and sealed and the 2=460, 19=1383, 12=297, 14=954. Signature must be Verified on any electronic copies. Philip J. O'Regan PE No.68126 MiTek USA, Inc. FL Cent 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 MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �_"•Ypq iTek• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall pA 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 (Vl fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIVTPl9 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 pe City Ply FOLEYT24259956 TROOSFTSPECIAL 77363 A3 1 1 Job Reference (optional) o. O s ividy IG zuz I ivn I eK Inuus[rles, Inc. I ue Jun o Uy:Uy:Ue NCI rage I ID:NRwBsubNlflvWHZitmA3hgzYRCF-88fezdZl y2KuDaKE63W01 e3a9g8Ce_7LdCKvM5z8OLu 1-6- 7-1-8 13-7-4 19-7-8 1-5-6 27-3-3 33-1-0 36-0-0 42-2-2 42r9-0 49-0-0 50-6-Q 1-0-0' 7-1-8 6-5-12 6-0 4 i-9-14 5-9-13 5-9-13 2-11-0 6-2-2 0- - 4 6 4.0 -6-0 34 4x5 = 21 3x5 = 5.00 12 5x6 = 6 4x5 i 3x6 i 5x12 20 3.00 12 4xs II 5x12 = 7 3x5 = 8 3x4 11 5x8 = 30 319 10 Scale = 1:91.1 7!!00�' N 2,— N O 16 15 14 0 35 N 5x8 = 3x5 = 3x6 11 4x5 = -0 36-0-0 42-8-0 49-0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.29 16-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.61 16-17 >572 240 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.05 14 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) 0.22 21-24 >719 240 Weight:271 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 `Except' BOT CHORD Rigid ceiling directly applied or 3-10-5 oc bracing. 5-20: 2x4 SP No.3 WEBS 1 Row at midpt 5-18 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except (jt=length) 20=0-7-4. (lb) - Max Horz 2=-308(LC 10) Max Uplift All uplift 100 lb or less at joints) except 2=-511(LC 12), 20=-1322(LC 12), 12=-274(LC 12), 14=-897(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 12 except 2=425(LC 21), 20=1913(LC 1), 14=1469(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-351/993, 3-5=-775/1072, 5-6=-880/539, 6-7=-1046/676, 7-8=-1375/817, 8-9=-905/792, 9-10=-911/800, 10-11=-823/627, 11-12=159/523 BOT CHORD 2-21=-868/285, 19-20=-1868/1770, 5-19=-1410/1078, 18-19=-960/888, 17-18=-230/1010, 16-17=-622/1391, 15-16=-226/676, 14-15=-413/263, 12-14=-413/263 WEBS 3-21=-530/296, 19-21=-842/311, 3-19=-972/1753, 5-18=-1018/1698, 6-18=-249/627, 7-18=-1214/693, 7-17=-367/767, 8-16=-578/287, 9-16=-232/292, 10-16=-370/501, 10-15=-371/299,11-15=-534/1180,11-14=-1295/919 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=49ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 3-4-13, Interior(1) 3-4-13 to 19-7-8, Exterior(2E) This item has been 19-7-8 to 21-5-6, Interior(1) 21-5-6 to 36-0-0, Exterior(2R) 36-0-0 to 40-10-13, Interior(1) 40-10-13 to 50-6-0 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by ORegan, Philip, PE to the use of this truss component. using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. Printed Copies Of this 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 document are not considered will fit between the bottom chord and any other members. Signed and Sealed and the 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 511 lb uplift at joint 2, 1322 lb uplift at signature must be verified joint 20, 274 lb uplift at joint 12 and 897 lb uplift at joint 14. on any electronic copies. Philip J. O'Regan PE No,68126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33010 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. Sao' 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 iiCC..�iYCCYq!! building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek^ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply FOLEY T24259957 77363 A4 HIP 2 1 Job Reference (optional) Chambers I Russ, tort Pierce, FL - 34UbZ, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:11 2021 Page 1 ID: N RwBsubNlflvWHZitmA3hgzYRCF-4Xm OOIaH UfbcTtUcDUYU738vxTpr6ude4VpOQ_z8OLs 1-0- 7-1-8 13-7-4 19-9-10 26-10-13 34-0-0 41-2-2 2-6- 49-0-0 0-6- 1 6-0 7-1 8 6-5 12 7-1-3 7-1-3 7-2-2 -5-1 6-4-0 -6 0 5.00 12 5x8 = 3x5 = 5x6 = 6 7 28 829 30 32 19 18 — 3.00112 4xb = 4x5 = 3x5 = 4x6 11 5x12 23-4-8 , 33-1-0 42-8-0 Scale = 1:89.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.28 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.58 14-15 >609 240 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.05 13 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.23 19-22 >717 240 Weight: 257 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SIP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SIP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 3-11-11 oc bracing. 5-18: 2x4 SP No.3 WEBS 1 Row at midpt 7-14 WEBS 2x4 SIP No.3 REACTIONS. All bearings 0-8-0 except (jt=length) 18=0-7-4 (Ib) - Max Horz 2=-311(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) except 2=534(LC 12), 18=-1300(LC 12), l l=-327(LC 12), 13=-842(LC 12) Max Grav All reactions 250 lb or less at joint(s) 11 except 2=376(LC 21), 18=1869(LC 1), 13=1353(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-228/1009, 3-5=-668/886, 5-6=787/430, 6-7=-1237/734, 7-8=887/734, 8-10=-1062/727 BOT CHORD 2-19=-906/171, 17-18=-1823/1717, 5-17=-139511030, 16-17=-783/820, 15-16=-47/742, 14-15=-536/1330 WEBS 3-19=-510/271, 17-19=-883/190, 3-17=911/1732, 5-16=872/1476, 6-16=694/489, 6-15=-429/888, 7-15=-77/297, 7-14=-599/286, 10-14=-420/1023, 10-13=-1158/911 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=49ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 3-4-13, Interior(1) 3-4-13 to 19-9-10, Exterior(2R) 19-9-10 to 26-10-13, Interior(1) 26-10-13 to 34-0-0, Exterior(2R) 34-0-0 to 40-11-2, Interior(1) 40-11-2 to 50-6-0 zone; porch left and This item has been right exposed;C-C for members and forces & MWFRS for reactions shown; 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 electronically signed and to the use of this truss component. sealed by ORegan, Philip, PE 4) Provide adequate drainage to prevent water ponding, using a Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' Printed copies of this 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. document are not Considered 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 534 lb uplift at joint 2, 1300 lb uplift at signed and sealed and the joint 18, 327 lb uplift at joint 11 and 842lb uplift at joint 13. Signature must be Verified on any electronic copies. Philip J. ORegan PE No.58126 MiTek USA, Inc. FL Cart 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 Mll-7473 rev. 5r19/2020 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 overalIva lI. 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 Atli 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 ss Truss Type Qty Ply FOLEY [A5 T24259958 77363 HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34Vb2, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:12 2021 Page 1 ID: NRwBsubNlflvWHZitmA3hgzYRCF-YjKncebvFzjS513pnC3jfGh5rtAErKcoJ9YZzQzBOLr 1 7-1-8 1%7-4 216-14 26-10-13 32-2-12 37-7-4 42-8-0 42-11-11 49-0-0 �0-6-q -5-12 7-11-10 5-3-15 5-3-15 5 4 8 5-0-12 0- -11 6-0-5 1 6-0 5.00 12 5x8 = 3x5 = 5x6 = 29 7 30 8 33 20 19 - - 3.00112 4x7 = 45 = 3x5 = 4X6 11 33-1-0 42-M Scale = 1:89.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.27 15-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.55 15-16 >634 240 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.05 14 n/a n/a BCDL 10.0 Cade FBC2020frP12014 Matrix -MS Wind(LL) 0.23 20-23 >708 240 Weight: 268 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 'Except' BOT CHORD Rigid ceiling directly applied or 4-1-10 oc bracing. 4-19: 2x4 SP No.3 WEBS 1 Row at midpt 4-17, 7-15, 9-14 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except at=length) 19=0-7-4. (lb) - Max Horz 2=-340(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 2=-563(LC 12), 19=-1252(LC 12), 12=-305(LC 12), 14=-883(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 12 except 2=437(LC 21), 19=1771(LC 1), 14=1436(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-377/1090, 3-4=-523/630, 4-6=-11221621, 6-7=-1159/758, 7-8=-841/751, 8-9=-970/743, 9-11=0/374, 11-12=-137/356 BOT CHORD 2-20=-979/308, 18-19=-1724/1659, 4-18=-1318/1005, 17-18=-515/656, 16-17=-182/1024, 15-16=-438/1187, 14-15=-333/688, 12-14=-279/231 WEBS 3-20=492/236, 18-20=-947/327, 3-18=805/1665, 4-17=832/1458, 6-17=513/396, 6-16=-316/636, 7-15=-510/216, 9-15=0/307, 9-14=-1311/738, 11-14=-348/434 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=49ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 3-4-13, Interior(1) 3-4-13 to 21-6-14, Exterior(2R) 21-6-14 to 28-6-0, Interior(1) 28-6-0 to 32-2-12, Exterior(2R) 32-2-12 to 39-1-14, Interior(1) 39-1-14 to 50-6-0 zone; porch left and This item has been right exposed;C-C for members and forces & MWFRS for reactions shown; 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 electronically signed and to the use of this truss component. sealed by ORegan, Philip, PE 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' Printed copies of this 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. document are not considered 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 563 lb uplift at joint 2, 1252 lb uplift at signed and sealed and the joint 19, 305lb uplift at joint 12 and 883 lb uplift at joint 14. signature must be Verified on any electronic copies. Philip J. O'Regan PE No.68126 MiTek USA, Inc. FL Cart 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 N111-7473 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 prop edy incorporate this design into the overall�e 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 ANSIIFPlf Duality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610 Job s Truss Type Qty Ply FOLEY rATG T24259959 77363 Attic 7 1 Job Reference (optional) i1 uue "uss, run Pierce, FL - 34962, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:13 2021 Page 1 ID: NRwBsubNlflvWHZitmA3hgzYRCF-Ovu9p_cYOGrJiBe?LvayC UD83HaragexYpl6Vsz80Lq -1-6-0 4-11-4 8-6-4 9-7-2 10-9-0 12-8-0 14-7-0 15 8-14 16-9-12 20-4-12 25-4-0 1-6-0 4-11� 3-7-0 1,9 0 14 1-1-14 1-11-0 1-11-0 1-1-14 1 0 14 3-7-0 4-11-4 Scale = 1:43.8 3x6 = 4x5 = 3x4 = 5x8 MT18HS = 3x4 = 4x5 = I$ I 8.6A 8-3-8 8-6-4 Plate Offsets (X,Y)— [2:0-1-5,0-0-2], [6:0-3-0 Edge], [10:0-1-5 0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.37 11-13 >826 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.62 11-13 >492 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(CT) 0.05 10 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) 0.25 11-13 >999 240 Weight: 131 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-7 REACTIONS. (size) 10=0-8-0, 2=0-8-0 Max Horz 2=186(LC 11) Max Uplift 10=-361(LC 12), 2=-483(LC 12) Max Grav 10=1271(LC 19), 2=1 342(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 2-3=-2974/1007, 3-4=-2573/744, 4-5=2225/708, 5-6=-90/625, 6-7=-85/626, 7-8=-2225/720, 8-9=-2575/766, 9-10=2982/1045 BOT CHORD 2-13=-876/2818, 11-13=-492/2269, 10-11=-891/2752 WEBS 8-11 =-1 48/749, 9-11=-630/449, 4-13=-1251747, 3-13=-619/432, 5-7=-2949/910 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=25ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 12-8-0, Exterior(2R) 12-8-0 to 15-8-0, Interior(1) 15-8-0 to 25-4-0 zone;C-C for members and forces & MWFRS for reactions shown; 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) 200.01b AC unit load placed on the top chord, 12-8-0 from left end, supported at two points, 4-0-0 apart. This item has been 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. electronically Signed and 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 sealed by ORegan, Philip, PE will fit between the bottom chord and any other members. using a Digital Signature. 8) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-7 9) Printed copies of this p Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 11-13 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 361 lb uplift at joint 10 and 483 lb uplift document are not considered at joint2. signed and sealed and the 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: June 92021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE will-7473 rev. 5/19/2020 BEFORE USE Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall Irmo, building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M �Tek� 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 ANSLITPlf Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply FOLEY T24259960 77363 ATK ATTIC 9 1 Job Reference (optional) �1 tf.430 s May 1z 2U21 mi I eK Industries, Inc. Tue Jun 8 09:09:14 2021 Page 1 ID:NRwBsubNlflvWHZitmA3hgzYRCF-V6SX1 KdAnazAKLDBuc6BkhmJrhw4JHv4mT1 g1 Jz80Lp -1.6-0 4-11-4 8-6-4 9-7-2 10-9.0 12-8-0 14-7-0 15-8-14 16-9-12 20-4.12 25-4-0 26-10-0 1.6-0 4-11-4 3-7-0 1-0-14 1-1-14 1-11-0 1-11-0 1-1-14 1.0-14 3.7.0 4-11-4 1.6-0 3x6 = 0.t, u 3x4 = 64 Scale = 1:45.4 8-64 i 16-9-12 25-4-0 ' 8-6-4 ' 8-3-8 8-64 Plate Offsets (X,Y)— 16:0-3-0,Edge) LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2020/TPI2014 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2=187(LC 11) Max Uplift 2=-479(LC 12), 10=479(LC 12) Max Grav 2=1342(LC 18), 10=1342(LC 19) CSI. DEFL. TC 0.91 Vert(LL) BC 0.49 Vert(CT) WB 0.61 Horz(CT) Matrix -MS Wind(LL) in (loc) I/defl L/d -0.37 12-14 >827 360 -0.62 12-14 >493 240 0.05 10 n/a n/a 0.24 12-14 >999 240 PLATES GRIP MT20 2441190 MT18HS 244/190 Weight: 133 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-7 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2968/988, 3-4=-2567/735, 4-5=-2220/699, 5-6=-82/624, 6-7=82/623, 7-8=-2220/699, 8-9=-2567/734, 9-10=2968/988 BOT CHORD 2-14=-785/2829, 12-14=-420/2279, 10-12=-807/2742 WEBS 8-12=-122/746, 9-12=-619/435, 4-14=-122/745, 3-14=-619/435, 5-7=-2941/875 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 12-8-0, Exterior(2R) 12-8-0 to 15-8-0, Interior(1) 15-8-0 to 26-10-0 zone;C-C for members and forces & MWFRS for reactions shown; 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) 200.01b AC unit load placed on the top chord, 12-8-0 from left end, supported at two points, 4-0-0 apart. 5) All plates are MT20 plates unless otherwise indicated. 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 chard and any other members. 8) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-7 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-14 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 479 lb uplift at joint 2 and 479 lb uplift at joint 10. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 'Io This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.68126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 9,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND 114CLUDED NIITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not , a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M 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?P/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 9 Job Truss rusype Qty Ply FOLEY ]RO0sFTSPECIAL T24259961 77363 B 1 1 Job Reference (optional) "••"•••"... •... `^• ���"�, '--�����, O.9Ju s may iz NCI Ivn IeK m0USlrles,Inc, tue Jun 6 u9:u9:1ti zu21 rage1 ID: NRwBsubNlflvWHZitmA3hgzYRC F-RUaHROeQJB DuZfNa018fg6rmsUXPn6BNEnWn6Bz8OLn r1-6-0, 7-1-8 137-4 17-0-0 22-2-6 27-11-3 338-0 4B-10-0 42-0-p 4M-0 S0-6o '1-8-0' 7-1-8 ' 6-S•12 Mo 5-2-6 5-8-13 5-6-13 7-2-0 -2- 7-0.0 1-6-0 5.00 12 5x6 = 6 3x4 II 3x4 II 5x6 = 3x8 = 3x6 = 3x6 5 34 7 8 10 3x5 i 4 9 5 3 33 0 19 o 24 �1 2 N 5x8 = 23 22 21 20 6 39 40 3x6 = 4x5 = 3x4 11 26 25 5x12 = 3x5 = 4x6 II 4x8 = 4x5 = Scale = 1:92.8 4x8 = 5x12 11 12 13 37 38 18 d 14 0 Io us 17 16 41 42 d N 3x4 11 4x5 = 5x6 = 5x8 = 43-0.0 i 7-1-8 13310 13r7�-4 22-2-6 27-11-3 336-0 40-10-0 42-0-0 49-0-0 7-1-8 6-2-2 0- h0 a-7-2 5$-13 Sdi-13 7-2-0 -2- 6-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.15 23-24 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.32 23-24 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.01 14 rile n/a BCDL 10.0 Code FBC20201TPI2014 Matrix -MS Wind(LL) 0.22 26-29 >731 240 Weight: 266 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except* 5-25,10-20,11-17: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 3-6-14 cc bracing. WEBS 1 Row at midpt 6-24, 11-19 REACTIONS. (size) 2=0-8-0, 25=0-7-4, 14=0-8-0, 16=0-8-0 Max Horz 2=-265(LC 10) Max Uplift 2=-425(LC 12), 25=1410(1_13 12), 14=-351(LC 17), 16=-1067(LC 12) Max Grav 2=371(LC 21), 25=2033(LC 1). 16=1777(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-216/779, 3-5=1097/1560, 5-6=943/1534, 6-7=-913/527, 7-8=-761/397, 8-10=-1275/764, 10-11 =-1 339/808, 11-12=-427/686, 12-13=-365/666, 13-14=612/1297 BOT CHORD 2-26=-710/161, 24-25=-1989/1834, 5-24=-325/369, 23-24=-357/507, 21-23=529/1287, 10-19=-341/339, 18-19=-622/611, 17-18=97/326, 11-18=964/661, 14-16=1132/704 WEBS 3-26=-594/364, 24-26=-691/194, 3-24=-113711882, 6-24=1851/1243, 6-23=903/1526, 7-23=-616/485, 8-23=-608/439, 19-21=413/1079, 11-19=1164/2052, 16-18=1103/699, 13-18=-234/730, 13-16=-1112/565 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=49ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 3-4-13, Interior(1) 3-4-13 to 17-0-0, Exterior(2E) 17-0-0 to 22-2-6, Interior(1) 22-2-6 to 42-0-0, Exterior(2R) 42-0-0 to 46-10-13, Interior(1) 46-10-13 to 50-6-0 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 425 lb uplift at joint 2, 1410 lb uplift at joint 25, 351 lb uplift at joint 14 and 1067 lb uplift at joint 16. This item has been electronically signed and sealed by DRegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 86U 6904 Parke East Blvd. Tampa FL 33810 Date: June 9,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. ° Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Saferylnformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty Ply FOLEY T24259962 77363 61 ROOF SPECIAL 1 1 Job Reference (optional) a.4Ju s may iz zuzi mi I eK InOUstfles, Inc. I ue Jun 6 uv:uv:i6 zuzi rage 1 ID:NRwBsubNlflvWHZilmA3hgzYRCF-Nti2shggrpTcpyWy7SA7vXw6C IBBFO?gh5?tA4z80L1 42-8-0 1$0 7-1-8 137-4 17-0-0 20.2-6 26-11-3 11-M 40.0.0 4 10 0 44-7-2 49-0.0 Ob0 16-0 7-1-8 6$12 3>-12 126 6$13 6$13 64-0 0-10. 1-11-2 W14 1$0 1-10-0 Scale = 1:92.8 5.00 12 5x6 = II 6 5x6 3x4 = 5 7 36 41 28 42 27 4x5 = 3x5 = 4x6 II 3x8 = 3x6 = 3x4 II 8 10 25 24 23 4x10 = 3x6 = 4x5 = 22 3x4 I I 5x12 = 5x8 = 11 3x4 II 3x5 12 13 39 40 14 ab 20 o O 18 17 16 43 44 IN 3x4 II 3x5 II 4x5 = 3x5 = 5x8 = 42-1 7-16 13-0.0 1j-7,4 za26 26-11a 33-8-0 ao-0-0 4o-tor0 aa7-z as-0-0 7-1-8 5-10-8 0.7 6-7-2 6$13 6$13 64-0 010. 1-11-2 44.14 1-10-0 Plate Offsets (X,Y)— [11:0-5-12,0-2-8], [19:0-5-8,0-2-8], [26:0-2-4,0-3-4], [27:Edge,0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.15 20-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.86 Vert(CT) -0.31 20-21 >999, 240 BCLL 0.0 Rep Stress [nor YES WB 0.92 Horz(CT) 0.05 14 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.22 28-31 >731 240 Weight: 277lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-6-3 oc purlins. BOT CHORD 2x4 SP M 30 `Except* BOT CHORD Rigid ceiling directly applied or 3-5-5 oc bracing. 5-27,10-22: 2x4 SP No.3 WEBS 1 Row at midpt 6-26, 8-25 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except (jt=length) 27=0-7-4. (lb) - Max Horz 2=-265(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 2=-416(LC 12), 27=-1527(LC 12), 14=-579(LC 12). 17=-470(LC 12) Max Grav All reactions 250 lb or less atjoint(s) except 2=364(LC 21), 27=2259(LC 1), 14=712(LC 22), 17=686(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-198/733, 3-5=-120811638, 5-6=-1045/1607, 6-7=-722/441, 7-8=-608/346, 8-10=-2199/1434, 10-11=-2257/1477, 11-12=-1585/1047, 12-13=-1460/940, 13-14=-1214/1133 BOT CHORD 2-28=702/144, 26-27=-2215/2011, 5-26=-334/387, 25-26=-266/479, 23-25=740/1682, 22-23=-145/279, 10-21=-382/393, 20-21=-673/1404, 19-20=-677/1401, 14-16=-905/1082 WEBS 3-28=-614/377, 26-28=-694/165, 3-26=-1164/1901, 6-26=2146/1429, 6-25=-916/1538, 7-25=-530/404,8-25=-1250/845,21-23=-598/1411,8-21=432/579,17-19=622/815, 12-19=-367/302, 13-16=-358/61, 16-19=-929/1093, 13-19=0/474, 11-21=555/947 NOTES- 1) Unbalanced roof live loads have been considered for this design. This Item has been 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=49ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 3-4-13, Interior(1) 3-4-13 to 17-0-0, Exterior(2E) electronically signed and 17-0-0 to 20-2-6, Interior(1) 20-2-6 to 40-0-0, Exterior(2R) 40-0-0 to 44-10-13, Interior(1) 44-10-13 to 50-6-0 zone; porch left and right sealed by ORegan, Philip, PE exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 using a Digital Signature. 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific Printed copies Of this p to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. document are not considered 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. signed and Sealed and the 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 signature must be verified will fit between the bottom chord and any other members. On any electronic copies. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 416 lb uplift at joint 2, 1527 lb uplift at joint 27, 579 lb uplift at joint 14 and 470 lb uplift at joint 17. Philip J. O'Regan PE No.68126 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: June 9,2021 ® WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE hill-7473 rev. 511912020 BEFORE USE. Design valid for use only with Mi rek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall �e building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 Duality Criteria, DSB-89 and 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 ss Truss Type City Ply FOLEY FB2 T24259963 77363 ROOF SPECIAL 1 1 Job Reference (optional) ".. .... o.4JV a may lz zuzl m i I eK maustfles, Inc. I ue Jun 6 u9:u9:zu zu21 Hage 1 1-3 ID: NRwBsub7N-8lf-lvWHZitmA3hgzY4R-4C0F-JFpoH2N-1h0x.0NQ1j-K120.G0 g1L-F11t-C2b y0S4-J45-1u4AjxOz91-PU_Fyz80Lj 33-8-30 38.0 1002-8044 1160 718 137 17-0.2- 25113 -0-00.0.0-2 28- Scale = 1:92.8 5.00 12 3x6 = 5x6 = 3x8 = 3x6 = 3x4 II 5x8 = 45 i 6 7 8 9 37 10 38 11 3x6 % 5 3x5 36 12 3x4 II 3x5 i 4 13 39 3 35 14 O ab 0 20 o d ;1 2 Am- = 25 24 23 22 3x5 = 18 17 16 42 Icv 40 41 4x10 3x6 = 4x5 = 3x4 II 3x5 = 4x5 = 28 27 5x12 = 5x8 = 45 = 3x5 = 46 II 3x6 II 1- 7-8 13.0.0 13.7r4 18-2-6 25-11-3 33-8-0 36-0-0 40.10-0 r42-8-0 44-7-2 49-0-0 7-1-8 5-10-8 0.7.4 4-7-2 74113 7-8.13 4-40 21-10-0 1-11-2 4-4-14 Plate Offsets (X,Y)— [6:0-3-0,Edge], 111:0-5-12,0-2-81[19:0-2-8 Edge], [27:Edge 0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.09 22-23 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.20 22-23 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.01 14 file n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) 0.22 28-31 >729 240 Weight: 281 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 'Except* BOT CHORD Rigid ceiling directly applied or 3-9-3 oc bracing. 5-27,10-22: 2x4 SP No.3 WEBS 1 Row at midpt 8-25 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except (jt=length) 27=0-74. (lb) - Max Horz 2=-265(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 2=450(LC 12), 27=-1438(LC 12), 14=-400(LC 12), 17=-706(LC 12) Max Grav All reactions 250 lb or less at joint(s) 14 except 2=435(LC 21), 27=1995(LC 1), 17=1348(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-380/864, 3-5=-982/1275, 5-6=-262/188, 8-10=-128311141, 10-11=-129011146, 11 -1 2=-905/895, 12-13=0/628, 13-14=0/624 BOT CHORD 2-28=-755/312, 26-27=-1950/1890, 5-26=-1801/1435, 25-26=-1140/1096, 23-25=-55911182, 10-21=-336/373, 20-21=-501/767, 19-20=-417/29, 16-17=418/501, 14-16=-423/0 WEBS 3-28=-545/323, 26-28=-7481333, 3-26=107711861, 5-25=1156/1682, 7-25=255/265, 8-25=-1159/849, 8-23=0/273, 21-23=-478/966, 8-21=-260/120, 11-21=-392/698, 11-20=-323/161, 12-20=-352/1155, 16-19=-971/274, 17-19=-1322/964, 12-1 9=-1 149/620 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=49ft; eave=6ft; Cat. This item has been II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 3-4-13, Interior(1) 3-4-13 to 17-0-0, Exterior(2E) 17-0-0 to 18-2-6, Interior(1) 18-2-6 to 38-0-0, Exterior(2R) 38-0-0 to 42-8-0, Interior(1) 42-8-0 to 50-6-0 zone; porch left and right electronically signed and exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 sealed by ORegan, Philip, PE 3) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific using a Digital Signature. to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. Printed copies Of this p 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered 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 signed and sealed and the will fit between the bottom chord and any other members. signature must be verified 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 450 lb uplift at joint 2, 1438 lb uplift at on any electronic copies. joint 27, 400 lb uplift at joint 14 and 706 lb uplift at joint 17. Philip J. O'Regan PE No,58126 MITek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: June 9,2021 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NIII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component• not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall Sol, building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• is 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 ssTruss Type Qty Ply FOLEYT24259964 T 77363 HIP 1 1 Job Reference (optional) 0.9JU s May -I Z ZUZ I tV11I UK Inoustries, Inc. I ue Jun a uu:Uy:ZI ZUZ1 rage 1 ID: NRwBsubNlflvWHZitmA3hgzYRCF-nSNAV iZ8krBgQFXpbkgXAYdEVEkSPB6N3EYnPz8OLi r1 7-1-8 13-7-4 17-9-10 25-5-5 33-1-0 36-0-0 42-2-2 42r$-0 49-0-0 $0-6 q 1 6 0' 7-1 8 6-5-12 4-2-6 7-7-11 7-7-11 2-11 0 6-2-2 0- 4 64-0 1 6.0 1 2 d�/ 34 21 45 = 3x5 = 5.00 F12 5x8 = 3x5 = 3x6 = 3x4 II 5x8 = 6 307 8 31 329 10 45 i 5 35 ®0 5x12 � 3.00 F12 4x6 11 16 15 5x8 = 3x5 = 33-1-0 , 36-0-0 Scale = 1:89.5 3x5 11 33 T lw dr 121 N O 14 36 4 3x6 I I 4x5 = 42-M 49-M , LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.30 16-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) '-0.62 16-17 >568 240 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.05 14 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MS Wind(LL) 0.22 21-24 >726 240 Weight: 265 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-10 oc purlins. BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 3-10-0 oc bracing. 6-20: 2x4 SP No.3 WEBS 1 Row at midpt 7-16 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except (jt=length) 20=0-7-4. (lb) - Max Horz 2=-279(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 2=494(LC 12), 20=-1348(LC 12), 12=-284(LC 12), 14=-877(LC 12) Max Grew All reactions 250 lb or less atjoint(s) 12 except 2=289(LC 21), 20=1973(LC 1), 14=1426(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=0/916, 3-5=846/1241, 6-7=-13111719, 7-9=-912/751, 9-10=920/761, 10-11=-825/584, 11-12=-142/472 BOT CHORD 2-21=-826/0, 19-20=-1928/1762, 5-19=-1490/1041, 18-19=-1135/1004, 17-18=0/300, 16-17=-581/1459, 15-16=-2051677, 14-15=-385/232, 12-14=-385/232 WEBS 3-21=-537/321, 19-21=-804/0, 3-19=-104611804, 5-18=-844/1411, 6-18=-8831604, 6-17=-695/1366, 7-17=-150/378, 7-16=606/269, 9-16=337/347, 10-16=-3701571, 10-15=-350/264, 11-15=-446/1124, 11-14=-1253/885 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=49ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 3-4-13, Interior(1) 3-4-13 to 17-9-10, Exterior(2R) This item has been 17-9-10 to 24-8-12, Interior(1) 24-8-12 to 36-0-0, Exterjor(2R) 36-0-0 to 42-8-0, Interior(1) 42-8-0 to 50-6-0 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by ORegan, Philip, PE to the use of this truss component. Using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. Printed copies Of this 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 document are not considered will fit between the bottom chord and any other members, signed and Sealed and the 7) Provide mechanical connection (by others) of truss -to bearing plate capable of withstanding 494 lb uplift at joint 2, 1348 lb uplift at signature must be verified joint 20, 284 lb uplift at joint 12 and 877 lb uplift at joint 14. on any electronic copies. PhilipJ. VRegan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 9,2021 ®WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mill-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 Va 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 o1 trusses and truss systems, see ANSVTP/1 Quality Criteda, DSO-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job ss Truss Type Qty Ply Fru T24259965 77363 ROOF SPECIAL 1 1 �FOLEY Job Reference (optional) 6 Truss, Fort Pierce, FL - 349tt2, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:22 2021 Page 1 ID: NRwBsubNlflvWHZitmA3hgzYRCF-GexZi3jBul z2HagkM IF33N5mxval BrgGcjz5Jrz8OLh 7-18 13-7-4 17-0-0 22-3-3 27-6-6 34-0-0 7-1 8 6-5-12 3 4- 22 5-3-3 5-13 6-5-10 5.00 12 3x4 = 3x4 = 4x6 11 Scale = 1:61.3 m 9 d m o A 0 N 7-1-8 13-0-0 13-7,4 20-0-13 27-M 34-0-0 5-10-8 -7 6-11-9 6-11-9 6-5 10 Plate Offsets (X,Y)— [1:0-1-2,Edge], [8:Edge,0-1-8], [13:0-2-4,0-3-4] [14:Edge,0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.20 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.38 10-12 >638 240 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(CT) -0.01 14 n/a n/a BCDL 10.0 Code FBC2020lrP12014 Matrix -MS Wind(LL) 0.26 10-12 >951 240 Weight: 176 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-5-2 oc purlins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 4-14: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3-6-2 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 2-13, 5-13 REACTIONS. (size) 9=Mechanical, 1=0-8-0, 14=0-7-4 Max Horz' 1=205(LC 11) Max Uplift 9=210(1-13 12), 1=415(LC 11), 14=-1484(LC 12) Max Grav 9=401(LC 22). 1=219(LC 21), 14=2152(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-61/1059, 2-4=1393/2161, 4-5=-1248/2139, 5-6=-178/395, 6-7=-1717/884, 7-8=-310/201 BOT CHORD 1-15=-1053/20, 13-14=-2111/1879, 4-13=-304/339, 12-13=-747/595, 9-10=-650/1406 WEBS 2-15=-633/457, 13-15=-1049139, 2-13=1357/1978, 5-13=2115/1373, 5-12=-444/761, 6-12=-531/470, 6-10=-996/1812, 7-10=788/551, 7-9=-1103/475 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=34ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-4-13, Interior(1) 3-4-13 to 17-0-0, Extedor(2R) 17-0-0 to 20-4-13. Interior(1) 20-4-13 to 33-10-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; 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 This item has been to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. electronically Signed and 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Sealed by ORegan, Philip, PE 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 using a Digital Signature. will fit between the bottom chord and any other members. 7) Printed copies of this p Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 210 lb uplift at joint 9, 415 lb uplift at document are not considered joint 1 and 1484 lb uplift at joint 14. signed and sealed and the signature must be verified on any electronic copies. PhilipJ. VRegan PE No.58126 MiTek USA, Inc. FL Cart 11OU 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 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 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 fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 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 Qty Ply FOLEY FRussFType 77363 B5 ECIAL 1 1 Job Reference (optional) unamoers I russ, t-on varce, hL-:i4y62, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:24 2021 Page 1 ID:NRwBsubNlflvWHZitmA3hgzYRCF-C13J7lkRQfDIXt_6UjHX8oA9j GAfmSZ31 SCOkz8OLf -1�i 7-1-8 13-7-4 17-0-0 21.3-3 256-6 29-6-7 33-8-0 34r40 1-6-0 7.1.8 6-5-12 3.412 4-3-3 4-3-3 4-0.1 4.1-9 0-40 4x4 = 5.00 12 Scale = 1:65.0 3x4 = 4x6 II 3x5 = 34-0-0 i 7-1-8 13-3-10 1W Lrl3 258b 29-6-7 33.E-8 33,8-Q 7-1-8 6-2-2 0 -10 5-11-9 5-1 in T: '4-0-1 0- - 0-0-0 Plate Offsets (X,Y)— [2:0-0-6,Edge), [10:Edge,0-3-0), [17:0-2-4,0-3-4), [18:Edge 0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.09 14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.16 14-16 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(CT) -0.01 18 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.22 19-23 >738 240 Weight: 186 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-12 oc purlins, BOT CHORD 2x4 SP M 30 *Except* except end verticals. 5-18: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-1-9 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-17 10-20: 2x6 SP No.2 REACTIONS. (size) 2=0-8-0,.18=0-7-4, 24=Mechanical Max Horz 2=248(LC 12) Max Uplift 2=-449(LC 12). 18=1283(LC 12), 24=-271(LC 12) Max Grav 2=421(LC 21). 18=1728(LC 1). 24=541(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-344/810, 3-5=-898/1154, 5-6=-749/1128, 6-7=-266/118, 7-8=-1643/799, 8-9=-1420/648, 9-10=-1192/600 BOT CHORD 2-19=-876/279, 17-18=-1683/1668, 5-17=-306/346, 16-17=-194/298, 14-16=-146/442, 13-14=-600/1192, 12-13=-127/250 WEBS 3-19=-526/312, 17-19=-854/299, 3-17=1005/1740, 6-17=1446/1035, 6-16=445/750, 7-16=-596/489, 7-14=-695/1328, 8-14=-805/469, 9-13=-328/225, 9-14=-56/282, 10-13=-511/1017, 10-24=-627/323 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=34ft; eave=4ft; Cat. G' 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-10-13, Interior(1) 1-10-13 to 17-0-0, Exterior(2R) This item has been 17-0-0 to 20-4-13, Interior(1) 20-4-13 to 33-4-12 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Building Designer! Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by ORegan, Philip, PE to the use of this truss component. using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. Printed copies Of this 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 document are not considered will fit between the bottom chord and any other members. signed and sealed and the 7) Refer to girder(s) for truss to truss connections. Signature must be Verified 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 449 lb uplift at joint 2, 1283 lb uplift at n electronic on any copies. joint 18 and 271 lb uplift at joint 24. Philip J. O'Regan PE No.66126 MiTek USA, Inc. FL Cert 66U 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 MII-7473 rev. 5/19l2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply FOLEY T24259967 77363 C Common 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 Is May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:25 2021 Page 1 ID: NRwBsubNlflvWHZitmA3hgzYRCF-gDdhK513ByLc81 ZJ2QomhOjKN6jk00FilhClwAz8OLe -1-6-0 7-0-0 14-0-0 15-6-0 1 6-0 7-0-0 7-0-0 1-640 4x6 = 3x4 = Zxs II 3x4 = Scale = 1:27.3 Io 7-0-0 14-0-0 7-0-0 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.06 6-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.12 6-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.01 4 n/a nla BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.09 6-12 >999 240 Weight: 52 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-5-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 4=0-8-0 Max Horz 2=11O(LC 11) Max Uplift 2=-398(LC 12), 4=-398(LC 12) Max Gram 2=599(LC 1), 4=599(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-816/767, 3-4=-816/767 BOT CHORD 2-6=-499/696, 4-6=499/696 WEBS 3-6=-60/320 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 7-0-0, Exterior(2R) 7-0-0 to 10-0-0, Interior(1) 10-0-0 to 15-6-0 zone;C-C for members and forces & MWFRS for reactions shown; 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) 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. This item has been 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 398 Ito uplift at joint 2 and 398 lb uplift at joint 4. electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. D'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: 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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and 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 FOLEY T24259968 77363 C1 Common 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:27 2021 Page 1 ID:NRwBsubNlflvWHZitmA3hgzYRCF-cckS ImnKjacKOLih9rrEm RofpwPKs Iq?m?hs?2z80 Lc i -1-6-0 7-0-0 13-8-0 1-6.0 7-0.0 6-8-0 Scale = 1:24.3 46 = Io 3x4 = — 11 7-0-0 13-M ' 7-0-0 6-8-0 Plate Offsets (X,Y)— [4:0-0-0,0-0-71 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.06 5-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.12 5-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.01 4 nla n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.09 5-11 >999 240 Weight: 49 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-9-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0 Max Horz 2=107(LC 11) Max Uplift 4=-271(LC 12), 2=399(LC 12) Max Grav 4=501(LC 1), 2=591(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-788/760, 3-4=791/784 BOT CHORD 2-5=-586/670, 4-5=586/670 WEBS 3-5=-63/307 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 7-0-0, Exterior(2R) 7-0-0 to 10-0-0, Interior(1) 10-0-0 to 13-8-0 zone;C-C for members and forces & MWFRS for reactions shown; 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) 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 This item has been will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. electronically Signed and 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 271 lb uplift at joint 4 and 399 lb uplift at sealed by ORegan, Philip, PE joint 2. using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.68126 MiTek USA, Inc. FL Cart 6634 6904 Parke Ea3t Blvd. Tampa FL 33810 Date: June 9,2021 ® WARNING - Venfy 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 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 ANSb7PII 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 FOLEY T24259969 77363 C2 Hip 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:28 2021 Page 1 ID: NRW BsubNlflvWHZitmA3hgzYRCFAolgz6oyUtkB?VHtjZMTJeLtvKn6blo8—fQPXVz80Lb 1 6-0 5-M 9-0-0 13-M 1.B.0 5-M 4-0-0 4-8-0 48 = 15 4x4 = Scale = 1:25.4 Ia 3x4 = 3x4 = 5-M 9-0-0 13-8-0 5-0-0 4-0-0 4-8-0 Plate Offsets (X,Y)— [3:0-5-4,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.02 7-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.05 7-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix -MS Wind(LL) 0.04 7-13 >999 240 Weight: 56 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-5-2 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 5=Mechanical, 2=0-8-0 Max Horz 2=82(LC 11) Max Uplift 5=-271(LC 12), 2=399(LC 12) Max Grav 5=501(LC 1). 2=591(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-885/865, 34=756/815, 4-5=-860/820 BOT CHORD 2-7=-7151776, 6-7=-716/784, 5-6=-654/749 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 5-0-0, Exterior(2E) 5-0-0 to 9-0-0, Exterior(2R) 9-0-0 to 13-4-3, Interior(1) 13-4-3 to 13-8-0 zone;C-C for members and forces & MWFRS for reactions shown; 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) 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 This item has been will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. electronically signed and 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 271 lb uplift at joint 5 and 399 lb uplift at sealed by ORegan, Philip, PE joint2. using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Ragan PE No,58126 MiTek USA, Inc. FL Cart 8634 6804 Parke East Blvd. Tampa FL 33810 Date: June 9,2021 ,lXl1 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ■•Y■ 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 Qualify 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 FOLEY T24259970 77363 C3 Half Hip 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 6-8-0 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:29 2021 Page 1 ID:NRwBsubNlflvWHZilmA3hgzYRCF-Y_sCASoaFBs2des4HGtirsu?Zk31 KBIIDJAz3xz8OLa 48 = Scale = 1:19.6 3x4 I I 3 5 4 3x4 = 2x3 II 6x8 = 6-6-0 _ 8-M 6-6-0 2-2-0 Plate Offsets (X Y)— [1:0-1-2 Edge] [2:0-5-0 0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.05 5-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.11 5-8 >938 240 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP Wind(LL) 0.11 5-8 >914 240 Weight: 38 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=Mechanical, 4=Mechanical Max Horz 1=150(LC 12) Max Uplift 1=-149(LC 12), 4=-198(LC 12) Max Grav 1=315(LC 1), 4=315(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. --All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-305/202 BOT CHORD 1-5=-298/246, 4-5=305/257 WEBS 2-5=-1311270, 24=435/516 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 6-6-0, Exterior(2E) 6-6-0 to 8-6-4 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. This Item has been 6) Refer to girder(s) for truss to truss connections. 1 198 lb electronically signed and 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 149 lb uplift at joint and uplift at joint 4. sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 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. 5119/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/1 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 FOLEY T24259971 77363 D Hip 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:30 2021 Page 1 ID:NRwBsubNlflvWHZitmA3hgzYRCF-1BQallopCOV vFoRGq_OxO3QBJ7Nz3YgRSzvWbNz8OLZ 1-1-6-01 5-7-14 10-8-0 16-8-4 22-6-12 28-7-0 33-7-2 39-3-0 ,40-9-0, 1 6-0 5-7-14 6-0-4 5-10.8 6-0 4 5-0-2 5-7-14 1 6-0 d- 5.00 F12 5x8 = 3x6 = Sx8 = 4 28 529 6 7 30 31 8 19 18 17 16 15 14 13 12 3x5 = 4x6 = 3x8 = 4x6 = Scale = 1:68.8 3x5 = LOADING (psf) TCLL 20.0 TCDL 7.0 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 0.37 BC 0.48 WB 0.49 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(ILL) in (loc) I/defl Ud -0.26 15-16 >999 360 -0.48 15-16 >974 240 0.14 10 n/a n/a 0.35 15-16 >999 240 PLATES GRIP MT20 244/190 Weight: 203 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-5-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Hors 2=187(LC 11) Max Uplift 2=-912(LC 12), 10=-912(LC 12) Max Grav 2=1533(LC 1). 10=1533(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3257/2057, 3-4=-2787/1804, 4-5=-3134/2100, 5-7=-3134/2100, 7-8=3135/2101, 8-9=-2786/1804, 9-10=-3257/2057 BOT CHORD 2-19=-1764/2962, 18-19=-1764/2962, 16-18=-140212531, 15-16=-1776/3135, 13-15=-141912531, 12-13=1792/2962, 10-12=1792/2962 WEBS 3-18=-541/417, 4-18=-149/378, 4-16=-483/855, 5-16=-340/338, 7-15=-396/328, 8-15=-485/856,8-13=-148/378, 9-13=-542/417 m 1f0 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=39ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 2-5-2, Interior(1) 2-5-2 to 10-8-0, Exterior(2R) 10-8-0 to 16-2-10, Interior(1) 16-2-10 to 28-7-0, Exterior(2R) 28-7-0 to 34-1-10, Interior(1) 34-1-10 to 40-9-0 zone;C-C for members and forces & MWFRS for reactions shown; 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 This item has been to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. electronically signed and 5) All plates are 3x4 MT20 unless otherwise indicated. Sealed by ORegan, Philip, PE 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. using a Digital Signature. 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 Printed copies of this will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 912 lb uplift at joint 2 and 912 Ito uplift at document are not considered joint 10. signed and sealed and the signature must be verified on any electronic copies. Philip J. VRegan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 9,2021 WARNING -Vanity 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 pr building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 V1iTek• 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?PIl 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 FOLEY - T24259972 77363 D1 Hip 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982. 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:31 2021 Page 1 I D: N RwB sub N If IvW HZitmA3hgzYRC F-VNyb8ggno6m syOSOhvAxHzKQXj kozSbgdf38gz80 LY -1-6-0, 6-7-14 12-8-0 19-7-8 26-7-0 32-7-2 39-3-0 40-9-0 6-7-14 6-0-2 6-11-8 6-11-8 6-0-2 6-7-14 1-6-0 3x5 = 5x8 = 3x4 II 5x8 = 4 25 26 5 27 28 6 16 15 13 .- 11 10 3x4 11 3x6 = 3x4 = Scale = 1:68.8 29 3x8 = 3x4 = 3x4 11 3x5 = 3x6 = 26-7-0 32-7-2 39-3-0 LOADING (psf) TCLL 20.0 TCDL 7.0 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 0.41 BC 0.51 WB 0.59 Matrix -MS DEFL. in (loc) I/deft Lid Vert(LL) -0.22 13 >999 360 Vert(CT) -0.41 11-13 >999 240 Horz(CT) 0.14 8 n/a n/a Wind(LL) 0.29 13 >999 240 PLATES GRIP MT20 244/190 Weight: 199 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-10-10 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-6-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=218(LC 11) Max Uplift 2=-912(LC 12), 8=-912(LC 12) Max Grav 2=1533(LC 1), 8=1533(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3216/2034, 3-4=-2617/1720, 4-5=2728/1889, 5-6=-2728/1889, 6-7=-2617/1720, 7-8=-3216/2034 BOT CHORD 2-16=-1732/2918, 15-16=-1732/2918, 13-15=-1284/2363, 11-13=1303/2363, 10-11=-1761/2918,8-10=-1761/2918 WEBS 3-16=0/254, 3-15=683/508, 4-15=175/448, 4-13=-310/601, 5-13=-429/407, 6-13=-310/601, 6-11=-175/448, 7-11=684/508, 7-10=0/254 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 2-5-2, Interior(1) 2-5-2 to 12-8-0, Exterior(2R) 12-8-0 to 18-2-10, Interior(1) 18-2-10 to 26-7-0, Exterior(2R) 26-7-0 to 32-1-10, Interior(1) 32-1-10 to 40-9-0 zone;C-C for members and forces & MWFRS for reactions shown; 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 This item has been to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. electronically Signed and 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. sealed by ORegan, Philip, PE 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 using a Digital Signature. will fit between the bottom chord and any other members. Printed copies of this p 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 912 lb uplift at joint 2 and 912 lb uplift at joint 8. document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cent B634 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 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 MiTek* 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 /g fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 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 ssTruss Type Qty Ply FOLEYT24259973 J 77363 Hip 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:32 2021 Page 1 I D: NRwBsubNlflvWHZitmA3hgzYRCF-zZYLoUrSY6EdU6bfyOQPTU WUJxO2XTskvHOdgGz8OLX -1 6-0, 8-0-0 14-8-0 19-7-8 24-7-0 31-3-0 39-3-0 AO-9-0 1-6-0 8-0-0 6-8-0 4-11-8 4-11-8 6-8-0 8-0-0 1-6-0 0 0 3x5 = 8-0-0 5.00 12 3x4 II 5x6 = 3x4 = 5 26 276 28 5x6 WB = 3x8 = 5x6 = 29 7 3x8 = 3x4 II 5x6 WB = Scale = 1:69.9 3x5 = LOADING (psf) TCLL 20.0 TCDL 7.0 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 0.46 BC 0.69 WB 0.39 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (Icc) I/defl Ud -0.41 14-15 >999 360 -0.72 14-15 >654 240 0.15 10 n/a n/a 0.27 14-15 >999 240 PLATES GRIP MT20 244/190 Weight: 198 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-5-14 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-6-1 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-15, 8-14 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2=249(LC 11) Max Uplift 2=-912(LC 12), 10=912(LC 12) Max Grav 2=1761(LC 17), 10=1761(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-3561/1991, 4-5=-2741/1631, 5-6=2500/1587, 6-7=2500/1587, 7-8=-2741/1631, 8-10=-3562/1991 BOT CHORD 2-17=-1675/3414, 15-17=-1675/3414, 14-15=-1280/2623, 12-14=-1704/3229, 10-12=-1704/3229 WEBS 4-17=0/285, 4-15=926/592, 5-15=338/800, 6-15=-328/198, 6-14=-328/198, 7-14=-338/799, 8-14=-927/592, 8-12=0/285 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 2-5-2, Interior(1) 2-5-2 to 14-8-0, Exterior(2R) 14-8-0 to 20-2-10, Interior(1) 20-2-10 to 24-7-0, Exterior(2R) 24-7-0 to 30-1-10, Interior(1) 30-1-10 to 40-9-0 zone;C-C for members and forces a MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 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. electronically signed and 4) Provide adequate drainage to prevent water ponding. sealed by ORegan, Philip, PE 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. using a Digital Signature. 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 Printed copies of this p will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 912 lb uplift at joint 2 and 912 lb uplift at document are not considered joint 10. signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: June 9,2021 WARNING -Verify desiyn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. -- Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not - a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing j'r'e�' 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?PII 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 ss Truss Type Qty Ply FOLEYT24259974 T 77363 Hip 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:34 2021 Page 1 ID:NRwBsubNlflvWHZitmA3hgzYRCF-vyf5DAsj4jULjQll3pTtYvbsgli4?H11 Natkk9z8OLV 1 6-0, 5-11-14 _ 11-3-15 16-8-0 22-7-0 27-11-1 33-3-2 39-3-0 q0-9-0 1�-0 ' S-11-14 5 4-1 5 4-1 5-11-0 5 4-1 5 4-1 5-11-14 d 5.00 12 5x6 = 5x6 = 626 727 Scale = 1:69.9 ._ .. 16 __ 15 3x5 3x4 = 4x6 = 3x8 — 3x4 = 4x6 = 3x4 = 3x5 = = 22-7-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020lrP12014 CSI. TC 0.33 BC 0.66 WB 0.79 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (too) i/defl L/d -0.25 13-15 >999 360 -0.47 13-15 >999 240 0.14 11 n/a n/a 0.26 15 >999 240 PLATES GRIP MT20 244/190 Weight: 205 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-6-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-16 REACTIONS. (size) 2=0-8-0, 11=0-8-0 Max Horz 2=279(LC 11) Max Uplift 2=-912(LC 12). 11=-912(LC 12) Max Grav 2=1751(LC 17), 11=1754(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3629/2043, 3-5=-3389/1922, 5-6=2450/1561, 6-7=-2238/1511, 7-8=-2458/1561, 8-10=-3398/1922, 10-11=-3637/2043 BOT CHORD 2-18=-174513519, 16-18=-1414/2931, 15-16=-1058/2262, 13-15=144412729, 11-13=-1774/3317 WEBS 3-18=-367/319, 5-18=-188/639, 5-16=-784/518, 6-16=-298/687, 7-15=-299/775, 8-15=-785/518, 8-13=-188/639, 10-13=-368/319 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW'RS (directional) and C-C Exterior(2E) -1-6-0 to 2-5-2, IntedDr(1) 2-5-2 to 16-8-0, Exterior(2R) 16-8-0 to 22-2-10, Interior(1) 22-2-10 to 22-7-0, Exterior(2R) 22-7-0 to 27-11-1, Interior(1) 27-11-1 to 40-9-0 zone;C-C for members and forces & MW=RS for reactions shown; 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 This item has been to the use of this truss component. 4) Provide adequate drainage to prevent water ponding. electronically signed and 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. sealed by ORegan, Philip, PE 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 using a Digital Signature. will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 7) Provide Printed copies Of this p mechanical connection (by others) of truss to bearing plate capable of withstanding 912 lb uplift at joint 2 and 912 lb uplift at joint 11. document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 9904 Parke East Blvd. Tampa FL 33610 Date: June 9,2021 i WARNING -Verify design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additlonal 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?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 Job Truss Truss Type Ply FOLEY T24259975 77363 D4 ]Qty ROOF SPECIAL 1 1 Job Reference (optional) 0.40U s may I < <uc i wu I eK mausmes, Inc. I ue Jun o ua:ua:ao tucl rage 'I ID: NRwBsubNlflvWHZitmA3hgzYRCF-N8DTRVtLr1 cCLZJ EdX_6578ym8?okibAbEdHHbz80LU •1.6-0 7-1-8 13-7-4 17-0-0 18-8-0 20-7.0 22-3-0 3-4- 27-6-3 32-9-6 3 -0 39-3-0 1-6-0 7-1-8 6-5-12 3-4-12 1-8.0 1-11-0 1-8-0 1-1-8 4-1-11 5-3-3 0- 0 6-2-0 Scale = 1:73.6 5x8 MT18HS = 5.00 12 5x8 = 6 7 3x4 4x5 i 4x6 i 25 8 26 5 3x4 4 9 8x14 MT18HS 3x5 7:-- 6x8 = 3 15 10 11 a n 27 N 17 16 5x6 = 14 T to 24 � 4x5 � 3x4 4x4 � 1 Io 2 13 o 12 `�1 �5x12 0 3.00 F12 w 3x4 ll 28 20 19 3x5 = 3x4 = 5x6 11 7-1.8 -8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.36 13-14 >857 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.68 13-14 >455 240 MT18HS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.07 12 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(ILL) 0.48 13-14 >639 240 Weight: 210 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-13 oc purlins, BOT CHORD 2x4 SP M 30 'Except' except end verticals. 5-19: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3-2-11 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 18-20, 3-18, 10-14 REACTIONS. (size) 12=Mechanical, 2=0-8-0, 19=0-7-4 Max Horz 2=258(LC 11) NOTE: EXTREME CARE MUST BE TAKEN DURING TRUSS TRANSPORT, Max Uplift 12=-298(LC 12), 2=-563(LC 11). 19=-1719(LC 12) HANDLING AND ERECTION. PROVIDE SUPPORT THAT DOES NOT ALLOWTRUSS TO Max Grav 12=551(LC 1), 2=175(LC 21), 19=2598(LC 1) AND EMBEDDED.TVNST. ALL PLATES MUST REMAIN ENTIRELY INTACT FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-353/1588, 3-5=-2003/3071, 5-6=486/885, 7-8=-436/842, 9-1 0=-1 195/607, 10-11=-2531/1463, 11-12=-463/352, 6-7=-388/796 BOT CHORD 2-20=-15671246, 18-19=-2557/2200, 5-18=-2025/1440, 17-18=-2872/1998, 16-17=-975/814,15-16=-217/335,14-15=-524/1125,13-14=-1777/3006,12-13=-242/369 WEBS 3-20=-740/613, 18-20=-1603/269, 3-18=-1676/2148, 5-17=-1367/2224, 9-15=-1259/828, 11-13=-1230/2179, 9-14=-125/386, 10-14=-1872/1242, 10-13=-995/692, 6-17=-710/559, 8-15=-250/623,8-16=-896/578 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 2-5-2, Interior(1) 2-5-2 to 18-8-0, Exterior(2E) 18-8-0 to 20-7-0, Exterior(2R) 20-7-0 to 24-6-2, Interior(1) 24-6-2 to 39-1-4 zone; porch left exposed;C-C for members and forces & This item has been MWFRS for reactions shown; 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 electronically signed and to the use of this truss component. sealed by ORegan, Philip, PE 4) Provide adequate drainage to prevent water ponding. using a Digital Signature. 5) All plates are MT20 plates unless otherwise indicated. Printed Copies of this 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 document are not considered will fit between the bottom chord and any other members. Signed and sealed and the 8) Refer to girder(s) for truss to truss connections. signature must be verified 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 298 lb uplift at joint 12, 563 lb uplift at on any electronic copies. S. joint 2 and 1719 lb uplift at joint 19. Philip J. O'Regan PE No.68126 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 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 ANS11fP/1 quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply FOLEY T24259976 77363 D5 ROOF SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:37 2021 Page 1 ID: NRwBSubNlflvWHZitmA3hgzYRCF-JXLDsBvbMesvatTclyOaAYD IpygLCb6T3Y60LTz8OLS 20-3-0 , a8 la-74 19.0-0 19-7-8 i 8 33-3--11100 6-3-00 7 38 2-3£ 2 3211�7 -12 54-12 N., 0-7-a Scale = 1:72.3 Sx6 = 5.00 12 3x5 = 3x4 = 5x8 MT18HS 11 20-3-0 7-1-a 13-0.0 13-7y1 11-0-0 19-TA , 23-4-8 30.98 33-1-0 39-3-0 7-1-a ii10.8 -7 54-12 -7- 3-1-8 7.4-14 2-3-10 6-2-0 LOADING (psi) TCLL 20.0 TCDL 7.0 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 CS1. TC 0.67 BC 0.88 WB 0.96 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft Ud -0.43 13-14 >722 360 -0.86 13-14 >358 240 0.07 11 n/a n/a 0.57 13-14 >536 240 PLATES MT20 MT18HS Weight: 205 lb GRIP 244/190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-7 oc purlins, BOT CHORD 2x4 SP M 30 -Except- except end verticals. 5-17: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-10-3 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 16-18, 3-16, 5-15, 8-14 REACTIONS. (size) 11=Mechanical, 2=0-8-0, 17=0-7-4 Max Horz 2=257(LC 11) Max Uplift 11=-280(LC 12), 2=614(LC 11), 17=-1781(LC 12) Max Grav 11=509(LC 1), 2=139(LC 21), 17=2719(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-468/1783, 3-5=-2083/3366, 5-6=-502/971, 6-7=-444/955, 7-8=-239/482, 8-9=-1352/818 BOT CHORD 2-18=-1746/306, 16-17=-2680/2203, 5-16=-2040/1407, 15-16=-3144/2020, 14-15=-385/298, 13-14=-883/1443, 12-13=-816/1355, 11-12=-827/1357 WEBS 3-18=-748/658, 16-18=-17611323, 3-16=-175612144, 5-15=-1362/2312, 9-11 =1 358/819, 6-15=-866/565, 7-14=-21/265, 7-15=-714/529, 8-14=-1720/1140 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 2-5-2, Interior(1) 2-5-2 to 19-7-8, Exterior(2R) 19-7-8 to 23-6-10, Interior(1) 23-6-10 to 39-1-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 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. electronically signed and 4) Provide adequate drainage to prevent water ponding. Sealed by ORegan, Philip, PE 5) All plates are MT20 plates unless otherwise indicated. using a Digital Signature. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' Flirted copies of this p 7) This truss has been designed for a live load of 20.Opsf on the bottom chard 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. document are not considered 8) Refer to girder(s) for truss to truss connections. signed and sealed and the 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 280 lb uplift at joint 11, 614 lb uplift at signature must be verified joint 2 and 1781 lb uplift at joint 17. on any electronic copies. Philip J. ORegan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 9,2021 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED fv11TEK REFERENCE PAGE DAII-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 �r building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IVI iTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 FOLEY T24259977 77363 G Roof Special 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:38 2021 Page 1 ID: NRwBsubNlflvWHZitmA3hgzYRCF-ojvc3XvD7y_mC12olfXpjllVgM2sx6JclCrxuwz8OLR 6 6-0 , 2-8-0 5-0-0 8-2-0 9-4-0 13-8-0 19-2-0 24-8-0 ' 1-6-0 ' 2-8-0 ' 2-4-0 ' 3-2-0 ' 1-2-0 4-4-0 5-6-0 5-6-0 5x6 = 5 no Fig 5x6 = 3x4 = 3x4 = Scale = 1:42.9 3x5 = ry II IV 9 4x4 = 2x3 II 3x4 II 4x8 = 3x6 II 13-8-0 19-2-0 24-8-0 LOADING (psf) TCLL 20.0 TCDL 7.0 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 0.54 BC 0.73 WE 0.71 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl Ud -0.20 12-13 >999 360 -0.37 12-13 >778 240 0.17 9 n/a n/a 0.29 12-13 >999 240 PLATES GRIP MT20 244/190 Weight: 140 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP 240OF 2.0E 'Except' TOP CHORD Structural wood sheathing directly applied or 4-6-6 oc purlins, 4-5: 2x6 SP No.2, 5-8: 2x4 SP M 30 except end verticals. BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 4-8-2 oc bracing. 6-11: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 9=Mechanical Max Horz 1=159(LC 12) Max Uplift 1=-479(LC 12), 9=510(LC 9) Max Grav 1=905(LC 1), 9=896(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-17=-332/81, 2-3=2942/2141, 3-4=3082/2357, 4-5=-2575/1905, 5-6=-2408/1772, 6-7=-2495/1804, 7-8=-1290/904, 8-9=-846/643 BOT CHORD 2-14=-2210/2836, 13-14=-1466/1933, 12-13=-1853/2566 WEBS 5-13=-849/665, 6-13=-287/183, 10-12=-794/1108, 7-12=-929/1251, 7-10=-782/676, 8-10=-1018/1455, 3-14=-534/531, 4-14=-949/1153, 4-13=759/1151 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-4-0 to 3-4-0, Interior(1) 3-4-0 to 8-2-0, Exterior(2E) 8-2-0 to 9-4-0, Interior(1) 9-4-0 to 24-6-4 zone;C-C for members and forces & MWFRS for reactions shown; 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 This item has been to the use of this truss component. electronically signed and 4) Provide adequate drainage to prevent waterponding. Sealed by ORegan, Philip, PE 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . using a Digital Signature. 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 Printed copies of this p will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. document are not Considered 8) Bearing atjoint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify signed and sealed and the capacity of bearing surface. Signature must be Verified 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 479 lb uplift at joint 1 and 510 lb uplift at on an electronic copies. joint 9. Y P Philip J. O'Regan PE No,58126 MITek USA, Inc. FL Cart 6634 6604 Parke East Blvd. Tampa FL 33610 Date: June 9,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDEO MITEK REFERENCE PAGE Mll-7473 rev. SOT2020 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�9 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/TIP/1 Duality 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 FOLEY T24259978 77363 G1 Half Hip 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:39 2021 Page 1 ID:NRWBsubNlflvWHZitmA3hgzYRCF-GvT GtwruG6dgBd?sN22FzlfxmOzgbymWsbUQMz8OLQ 2-8-0 9-0-0 13-8-0 19-2-0 24-8-0 , 2-8-0 6-4-0 4-8-0 5-6-0 5-6-0 5x8 = 3x6 = 3x4 II Scale = 1:42.2 3x4 II 3x4 = 3x4 = 17 4 18 19 5 20 6 3x4 II 48 = 7 3x6 I I 2-8-0 9-0-0 13-8-0 19-2-0 24-8-0 2-8-0 6-4-0 4-8-0 5-6-0 5-6-0 Plate Offsets (X,Y)--[1:0-0-15,0-0-01,[2:0-1-4,0-1-01,[2:0-5-0,0-1-31,[3:0-5-12,0-2-81,[10:0-2-4,0-2-121 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.34 2-11 >864 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.64 2-11 >455 240 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(CT) 0.25 7 n/a rile BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.51 2-11 >568 240 Weight: 136 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP 240OF 2.OE *Except* TOP CHORD Structural wood sheathing directly applied or 5-2-11 oc purlins, 3-6: 2x4 SP M 30 except end verticals. BOT CHORD 2x4 SP M 30 `Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-12,4-9: 2x4 SP No.3 5-10-11 oc bracing: 2-11 WEBS 2x4 SP No.3 6-6-10 oc bracing: 10-11. REACTIONS. (size) 1=0-8-0, 7=Mechanical Max Horz 1=204(LC 12) Max Uplift 1=-476(LC 12), 7=519(LC 9) Max Grav 1=895(LC 1). 7=895(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-13=-480/138, 2-3=-1929/1193, 3-4=1811/1206, 4-5=179411193, 5-6=-1013/640, 6-7=-847/591 BOT CHORD 2-12=-180/264, 2-11 =-1 226/1796, 10-11 =-1 22811806 WEBS 3-11=-27/300, 8-10=-565/876, 5-10=-612/863, 5-8=-743/587, 6-8=-775/1231 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-4-0 to 3-4-0, Interior(1) 3-4-0 to 9-0-0, Exterior(2R) 9-0-0 to 13-2-15, Interior(1) 13-2-15 to 24-6-4 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. This Item has been 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. electronically Signed and 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 sealed by ORegan, Philip, PE will fit between the bottom chord and any other members. using a Digital Signature. 6) Refer to girder(s) for truss to truss connections. Printed COp12S Of this 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify document capacity of bearing surface. are not Considered 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 476 lb uplift at joint 1 and 519 lb uplift at signed and sealed and the joint 7. signature must be verified on any electronic copies. Philip J. O'Regan PE No.56126 MiTek USA, Inc. FL Cart 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 Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUf•P/1 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 Qly Ply FOLEY T24259979 77363 G2 Half Hip 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:40 2021 Page 1 ID: NRwBsubNlflvWHZitmA3hgzYRCF-k61 MUDxTfZEURLCBQ4ZHoArtz9rpPyWvIWK2yoz8OLP -1-6-0 5-9-14 11-0-0 17-10-0 24-8-0 1-6-0 5-9-14 5-2-2 6-10-0 6-10-0 i1 4x8 = 17 18 2x3 II 19 Scale = 1:44.0 3x5 = r 3x4 = 2x3 11 3x4 = 3x6 = 3x10 = 3x6 11 5-9-14 11-0-0 17-10-0 24-8-0 5-9-14 5-2-2 6-10-0 6-10-0 Plate Offsets (X,Y)— [4:0-5-4,0-2-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.06 10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.13 8-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.04 7 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MS Wind(LL) 0.09 10-11 >999 240 Weight: 131 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-3 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-7-11 oc bracing. REACTIONS. (size) 7=Mechanical, 2=0-8-0 Max Horz 2=306(LC 12) Max Uplift 7=-520(LC 9), 2=-592(LC 12) Max Grant 7=905(LC 1), 2=991(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-187611096, 3-4=-13621833, 4-5=-1024/667, 5-6=-1024/667, 6-7=-845/614 BOT CHORD 2-11=-1217/1688, 10-11=-1217/1688, 8-10=-834/1214 WEBS 3-10=-548/427, 4-10=-146/399, 5-8=-426/401, 6-8=-795/1220 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, interior(1) 1-6-0 to 11-0-0, Exterior(2R) 11-0-0 to 15-2-15, Interior(1) 15-2-15 to 24-6-4 zone;C-C for members and forces & MWFRS for reactions shown; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This Item has been 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. electronically Signed and 7) Refer to girder(s) for truss to truss connections. sealed by ORegan, Philip, PE 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 520 lb uplift at joint 7 and 592 lb uplift at using a Digital Signature. joint 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.68126 MiTek USA, Inc. FL Cart 66U 0904 Parke East Blvd. Tampa FL 33610 Date: June 9,2021 ,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NIII-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 Na building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addilional temporary and permanent bracing Mirek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TP11 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 FOLEY T24259980 77363 G3 Half Hip 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:41 2021 Page 1 I D: N RwBsubNlflvWHZitmA3hgzYRCF-C IakhZy6QtML3UnN_n5 WKON 1 oZAX8S P3_A4bUFz80 LO 1 6 0 6-9-14 13-0-0 18-10-0 24-8-0 1-6-0 6-9-14 6-2-2 5-10-0 5-10-0 �1 4x8 = 17 18 19 2x3 11 20 Scale = 1:43.7 3x4 = 3x4 = 2x3 11 3x6 = 3x4 = 3x10 = 3x6 11 6-9-14 13-0-0 18-10-0 24-8-0 6-9-14 6-2-2 5-10-0 5-10-0 Plate Offsets (X,Y)— [4:0-5-4,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.07 11-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.14 11-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.04 7 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.09 11-14 >999 240 Weight: 137 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-2 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-7-13 oc bracing. REACTIONS. (size) 7=Mechanical, 2=0-8-0 Max Horz 2=352(LC 12) Max Uplift 7=-528(LC 12), 2=583(LC 12) Max Grav 7=905(LC 1), 2=991(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1829/1031, 3-4=-11831708, 4-5=767/514, 5-6=-767/514, 6-7=-853/626 BOT CHORD 2-11 =-1 194/1639, 9-11=-1194/1639, 8-9=-727/1035 WEBS 3-11=0/278, 3-9=-687/518, 4-9=-178/436, 4-8=-375/291, 5-8=-355/350, 6-8=-702/1048 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45f; L=25ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 13-0-0, Exterior(2R) 13-0-0 to 17-2-15, Interior(1) 17-2-15 to 24-6-4 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 This item has been will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. electronically signed and 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 528 lb uplift at joint 7 and 583 lb uplift at sealed by ORegan, Philip, PE joint 2. using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: June 9,2021 A WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 5119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIf 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 FOLEY T24259981 77363 G4 Half Hip 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 1.6-0 ' 7-7-0 7-5-0 5.00 F12 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:42 2021 Page 1 ID: NRwBsubNlflvWHZitmA3hgzYRCF-gUB6vvykBBVCheMaXVcltbwB2zSZt?LCCgp91 hz80LN 45 = 4 16 17 4-8-4 4-1 3x4 = 185 19 Scale = 1:44.0 3x4 11 3x4 = 2x3 11 3x6 = 3x8 = 6x8 = 7-7-0 15-0-0 24-8-0 7-7-0 7-5-0 9-8-0 Plate Offsets (X,Y)— [3:0-3-0,0-3-4) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.31 7-8 >960 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.50 7-8 >588 240 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(CT) 0.04 7 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MS Wind(LL) 0.12 10-13 >999 240 Weight: 134 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-8 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-7-13 oc bracing. WEBS 1 Row at midpt 3-8. 5-7 REACTIONS. (size) 7=Mechanical, 2=0-8-0 Max Horz 2=397(LC 12) Max Uplift 7=539(LC 12), 2=572(LC 12) Max Grav 7=1066(LC 17), 2=1138(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2058/969, 3-4=-1194/571, 4-5=1051/605 BOT CHORD 2-10=-1175/1913, 8-10=-1175/1906, 7-8=-410/637 WEBS 3-10=0/292, 3-8=936/619, 5-8=-334/707, 5-7=-1009/669 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 15-0-0, Exterior(2R) 15-0-0 to 19-2-15, Interior(1) 19-2-15 to 24-6-4 zone;C-C for members and forces & MWFRS for reactions shown; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This Item has been 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 = 10.Opsf. electronically Signed and 7) Refer to girder(s) for truss to truss connections. sealed by ORegan, Philip, PE 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 539 lb uplift at joint 7 and 572 lb uplift at using a Digital Signature. joint 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 9,2021 A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall iii��.SO• building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply G5 Half Hip 1 1nce FFOLEYT2425998277363 (optional) f S 1 ws.' rvi r rwir , rL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:43 2021 Page 1 ID: NRwBsubNlflvVVHZitmA3hgzYRCF-8hiV6FzMyUd3Joxm5C7_QpTMENpzcNnMRUZiZ7z80LM 1 6-0 6-0-11 11-5-10 16-10-8 24-8-0 1-6-0 6-0-11 5-4-14 5-4-14 7-9-8 4x6 = 5.00 12 Scale = 1:46.9 1718 3x6 = 8 3x4 3x4 = 3x6 = 3x10 = 3x6 II = 24-8-0 LOADING (psf) TCLL 20.0 TCDL 7.0 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/TP12014 CSI. TC 0.55 BC 0.48 WB 0.76 Matrix -MS DEFL. in (loc) I/deft Ud Vert(LL) -0.13 11-14 >999 360 Vert(CT) -0.25 11-14 >999 240 Horz(CT) 0.03 8 n/a n/a Wind(LL) 0.09 11-14 >999 240 PLATES GRIP MT20 244/190 Weight: 137 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-4 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-6-14 oc bracing. WEBS 1 Row at midpt 7-8, 7-9 REACTIONS. (size) 8=Mechanical, 2=0-8-0 Max Horz 2=440(LC 12) Max Uplift 8=-551(LC 12), 2=-560(LC 12) Max Grav 8=1084(LC 17), 2=1135(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2092/969, 3-5=-1853/841, 5-6=936/469, 6-7=-832/498, 7-8=-933/662 BOT CHORD 2-11=-1236/1967, 9-11=-883/1386 WEBS 3-11=-363/336, 5-11=-208/630, 5-9=-733/504, 7-9=-666/1116 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=25ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 16-10-8, Exterior(2R) 16-10-8 to 21-1-7, Interior(1) 21-1-7 to 24-6-4 zone;C-C for members and forces & MWFRS for reactions shown; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `This This Item has been 6) 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 = 10.Opsf. electronically signed and 7) Refer to girder(s) for truss to truss connections. Sealed by ORegan, Philip, PE 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 551 lb uplift at joint 8 and 560 lb uplift at using a Digital Signature. joint 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 9,2021 WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev 5/19/2020 BEFORE USE. Design valid for use only with connectors. This design is based only upon parameters shown, and is for an individual building component, not ago' a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall i.��Lp�[©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/I Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply FOLEY T24259983 77363 G6 Half Hip 1 1 Job Reference (optional) Uhambers I cuss, Fort Pierce, FL - 34982. 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:44 2021 Page 1 ID: NRwBsubNlfly WHZitmA3hgzYRCF-ctGtKaJolwwyWyfweDyO?WDm8uLwxVg8lF5Zz80LL 1 6 0 7-6-0 14-10-8 19-7-8 24-8-0 ' 7-6-0 ' 7-4-8 4-9-0 5-0-8 i1 Scale = 1:44.0 4x5 = 3x4 I I 3x4 = 5.00 12 4 16 17 18 5 19 6 3x4 = 2x3 II 3x6 = 3x8 = 6x8 = 7-6-0 14-10-8 24-8-0 7-6-0 ' 7-4-8 9-9-8 Plate Offsets (X,Y)— [3:0-3-0,0-3-41 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.32 7-8 >916 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.52 7-8 >561 240 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(CT) 0.04 7 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.11 10-13 >999 240 Weight: 134 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-10 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-7-13 oc bracing. WEBS 1 Row at midpt 3-8, 5-7 REACTIONS. (size) 7=Mechanical, 2=0-8-0 Max Horz 2=395(LC 12) Max Uplift 7=-538(LC 12), 2=-572(LC 12) Max Grav 7=1065(LC 17), 2=1138(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2066/977, 3-4=-1209/579, 4-5=-1065/613 BOT CHORD 2-10=-1181/1921, 8-10=-1182/1918, 7-8=-417/648 WEBS 3-10=0/287, 3-8=930/616, 5-8=-330/704, 5-7=-1011/671 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=25ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 14-10-8, Exterior(2R) 14-10-8 to 19-1-7, Interior(1) 19-1-7 to 24-6-4 zone;C-C for members and forces & MWFRS for reactions shown; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' This Item has been 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 = 10.opsf. electronically signed and 7) Refer to girder(s) for truss to truss connections. sealed by ORegan, Philip, PE 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 538 lb uplift at joint 7 and 572 lb uplift at using a Digital Signature. joint 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J.O'Regan PE No,58126 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: 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 ANSI M11 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 FOLEY T24259984 77363 GR3 Monopitch Girder 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:45 2021 Page 1 ID: NRwBsubNlflvWHZitmA3hgzYRCF-43gFXw?cU6tnY649Dd9SVEYgMAZn4S5evo2pdOz80 LK 3-0-0 3x4 = 3x4 11 Scale = 1:10.8 LOADING (psf) TCLL 20.0 TCDL 7.0 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 CS1. TC 0.06 BC 0.20 WB 0.00 Matrix -MP DEFL. in Vert(LL) -0.00 Vert(CT) -0.01 Horz(CT) 0.00 Wind(LL) 0.01 (loc) Vdefl Ud 5 >999 360 3-5 >999 240 3 n/a n/a 5 >999 240 PLATES GRIP MT20 244/190 Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=0-8-0, 3=Mechanical Max Horz 1=65(LC 8) Max Uplift 1=-94(LC 8), 3=-177(LC 8) Max Grav 1=201(LC 1), 3=307(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 94 lb uplift at joint 1 and 177 lb uplift at joint 3. 7) Use USP HUS26 (With 14-16d nails into Girder & 4-16d nails into Truss) or equivalent at 1-1.1-4 from the left end to connect truss(es) to back face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). This Item has been electronically signed and LOAD CASE(S) Standard sealed by ORegan, Philip, PE 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 using a Digital Signature. Uniform Loads (plf) Vert: 1-2=-54,1-3=-20 I Printed copies of this Concentrated Loads (lb) document are not considered Vert: 6=-296(B) signed and sealed and the signature must be verified on any electronic copies. Philip J. ORegan PE No.58126 MiTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33810 Date: June 9,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NIII-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 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 ANSI7rP11 Duality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply FOLEY T24259985 77363 GR5 Monopitch Girder 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, Plate Offsets (X,Y)— (2:0-5-1,0-1-101 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:46 2021 Page 1 ID:NRwBsubNlflvWHZitmA3hgzYRCF-ZGOdkGOEFP?eAGfLmLgh1 R5xeagxpvLo7SnMASz8OLJ 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.08 4-6 >718 240 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.11 4-6 >549 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020lrP12014 Matrix -MP LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (size) 4=Mechanical, 2=0-8-0 Max Horz 2=164(LC 8) Max Uplift 4=-594(LC 8), 2=560(LC 8) Max Grav 4=1021(LC 1), 2=849(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:15.4 PLATES GRIP MT20 244/190 Weight: 25 lb FT = 20% Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 594 lb uplift at joint 4 and 560 lb uplift at joint 2. 7) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 4-0-12 to connect truss(es) to front face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 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=-54, 2-4=20 Concentrated Loads (lb) Vert: 7=-833(F) 8=-598(F) This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J.ORegan PE No.56126 MTek USA, Inc. FL Cart 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 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 propedy incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 Oty Ply FOLEY T24259986 77363 GRA ROOF SPECIAL GIRDER 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:51 2021 Page 1 ID:NRwBsubNlflvWHZitmA3hgzYRCF-vDB Wo_3N3ydwG1 YIZuGskVon4bYKU2mXHkV7rfz8OLE 39-4-8 r1.6-0 4-11-10 9-3-7 13-7-4 16-7-6 19-7-8 , 24-6.7 29.5-6 33.1.0 37.11.E 3Q-6 8 42-8-0 4-0•q 49-0.0 5as-q �1-6.Or 4-11-10 4-3-13 4-3-13 3-0.2 3-0-2 4.10-15 4-10.15 3.7.10 4.10-6 0.7- 3.3.8 -40 N.-O 1-6-0 0-10-0 Scale = 1:90.7 5.00 12 5x8 = 28 27 26 3.00112 — 11 THD26-2 3x4 II 4x5 = 3x4 I I 3x8 = 3x6 11 4-11-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in '(loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.10 21 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.18 21 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(CT) 0.02 18 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix -MS Wind(LL) 0.13 21 >999 240 Weight: 553 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 6-26: 2x4 SP No.3, 15-20: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 26=0-7-4, 15=0-8-0, 18=0-8-0 Max Horz 2=-310(LC 6) Max Uplift 2=-434(LC 24). 26=1632(LC 8), 15=-539(LC 29), 18=-1875(LC 8) Max Grav 2=208(LC 17), 26=2412(LC 1). 18=2971(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6/1075, 3-4=422/1303, 4-6=-1370/2496, 6-7=-1279/2478, 7-8=-193/444, 8-9=-554/236, 9-1 0=-1 315/650, 10-11=2177/1284, 11-12=-1307/891, 12-13=582/596, 13-14=-73911842, 14-15=-822/1967 BOT CHORD 2-28=-1146/1, 27-28=-1146/1, 25-26=2378/1571, 6-25=-253/223, 24-25=1180/906, 23-24=-419/551, 22-23=-127/761, 21-22=-1190/2319, 20-21=-717/1311, 19-20=-509/583, 18-19=-1842/909, 17-18=-1842/909, 15-17=-1785/878 WEBS 3-27=-4801548, 4-27=-621/804, 25-27=-1359/542, 4-25=1273/1065, 7-25=-2116/1112, 7-24=-521/1147, 8-24=-933/511, 8-23=-461/1006, 9-23=-710/545, 9-22=-4661786, 10-22=-1069/782, 10-21=-552/310, 11-21=-454/1006, 11-20=-566/368, 13-18=-1537/963, 14-17=-812/428, 12-20=-793/1204, 12-19=-628/461, 13-1 9=-1 376/2627 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows: This item has been Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. electronically Signed and Webs connected as follows: 2x4 -1 row at 0-9-0 oc. sealed by ORegan, Philip, PE 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 using a Digital Signature. ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. Printed copies of this p 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=49ft; eave=6ft; cat. document are not considered II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 signed and sealed and the 5) Building Designer/ Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific signature must be verified to the use of this truss component. 6) Provide adequate drainage to prevent water ponding. On any electronic Copies. 7) All plates are 3x5 MT20 unless otherwise indicated. Philip J. O'Regan PE No.58126 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. MiTek USA, Inc. FL Cart 6634 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 6904 Parke East Blvd. Tampa FL 33610 will fit between the bottom chord and any other members. Date: 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 434 lb uplift at joint 2, 1632 lb uplift at June 9,2021 oint 26. 539 lb uplift at joint 15 and 1875 lb uolift at joint 18 uonur ci on page z 6y� WARNING - Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 2D601 Tampa, FL 36610 Job Truss Truss Type Qty Ply FOLEY T24259986 77363 GRA ROOF SPECIAL GIRDER 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:51 2021 Page 2 ID: NRwBsubNlflvWHZitmA3hgzYRCF-vDB Wo_3N3ydwG1 YIZuGskVon4bYKU2mXHkV7rfz80LE NOTES- 11) Use USP THD26-2 (With 18-16d nails into Girder & 12-10d nails into Truss) or equivalent at 39-4-8 from the left end to connect truss(es) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 110 lb down and 118 lb up at 40-3-4, and 110 lb down and 118 lb up at 41-11-4, and 227 lb down and 331 lb up at 44-0-0 on top chord, and 47 lb down and 17 lb up at 40-3-4, and 51 lb down and 12 lb up at 41-11-4, and 105 lb down and 147 lb up at 43-11-4 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: 1-8=54, 8-10=54, 10-14=-54, 14-16=-54, 26-29=20, 23-25=-20, 20-23=20, 15-20=20 Concentrated Loads (lb) Vert: 14=131(F) 17=93(F) 35=-58(F) 36=-58(F) 37=-722(F) 38=38(F) 39=38(F) ® 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 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 IVI iTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/fPlf 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 FOLEY T24259987 77363 GRA5 Monopitch Girder 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:52 2021 Page 1 ID: NRwBsubNlflvWHZitmA3hgzYRCF-N Plu?K4?gFlnuB7V7bn5HiL_G?vEDcgg WOEhN6z8OLD 1-64) . 5-0-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.03 4-6 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.05 4-6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020ITPI2014 Matrix -MP Wind(LL) 0.04 4-6 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (size) 4=Mechanical, 2=0-8-0 Max Horz 2=164(LC 8) Max Uplift 4=-429(LC 8), 2=-472(LC 8) Max Grav 4=732(LC 1), 2=729(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:15.4 PLATES GRIP MT20 244/190 Weight: 50 lb FT = 20% Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together as follows: Top chords connected with 1 Od (0.131"x3") nails as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected with 1 Did (0.131"x3") nails as follows: 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpj=0.18; MWFRS (directional); 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) 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 429 lb uplift at joint 4 and 472 lb uplift at joint 2. 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 1-8-12 from the left end to 3-8-12 to connect truss(es) to back 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: 1-3=-54, 2-4=20 Concentrated Loads (lb) Vert: 7=-531(B) 8=489(B) This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Ragan PE No,58126 MITek USA, Inc. FL Cart 6634 8804 Parke East Blvd. Tampa FL 33610 Date: June 9,2021 ® WARNING - Veafy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev 5/19/2020 BEFORE USE ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP/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 Qty Ply FOLEY ]Tmus-sTyep T24259988 77363 GRB ROOF SPECIAL GIRDER 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:56 2021 Page 1 ID:NRwBsubNlflvWHZitmA3hgzYRCF-GB_Prh7WuUFDMoQGMRs1 RYVbucCC91zGQ0CuWtz8OL9 44-0.0 r1-6-Oi 4-11-10 9-M 13-7-4 17-0-0 20.7-3 242-6 2B-11-3 338-0 W1s 38-1-2 40-10-0 42-8-0 45,01 49M 60-6-0 1b-0 4-11-10 4-0.6 4-7-0 3-0-12 3-7-3 3-7-3 4-0-13 4-8-13 0-5-8 3-11-10 24i14 1-10-01-4-0 4-0�6-01 1-0-0 Scale = 1:92.8 5.00 12 5x6 = 3x5 i 3x4 II 3x5 3x4 II Special 3x4 II Special 3x6 6 8 5x12 = 3x5 = 3x6 = 3x10 = Special 3x8 = Special 3x5 5 9 10 13 Special 14 4 4011 12 41 16 3x5 i 3 0 ao 24 q 17 Iv Im all 2 0 0 5x8 = 29 28 27 26 0 23 25 4445 3x4 146 21 4820 49 19 a o d 18 IN d 3x5 = 3x6 = 4x8 = 3x4 I I Special 6x8 = 4x5 = 4x5 = 33 32 31 6x8 —_ 3x6 II 3x4 II 3x8 = 3x6 II 3x5 = THD26-2 Special 4x5 = Special Special Special 44-0-0 4-11-10 9-0-0 13-0.0 1a-7r4 18-10-13 24-26 2111-3 33-&0 34rtr8 311-2 40.10-0 42-8-0 4$-0.0 49-0-0 ' 4-11-10 ' 4-04i ' 4-0-0 7h 5-3-9 5-3-9 4-8-13 4-8-13 0 8 3-11-10 2-8-14 1-10-01A-0 1-M Plate Offsets (X,Y)-- [15:0-4-8,0-2-0], [22:0-2-8,0-4-0], [24:0-2-12 0-3-12] [30:0-2-0,0-2-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.15 24 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.27 24 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.57 Horz(CT) 0.01 20 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix -MS Wind(LL) 0.20 24 >999 240 Weight: 568 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 *Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 6-31,11-25: 2x4 SP No.3, 22-24: 2x6 SP No.2 "Special" indicates special hanger(s) or other connection device(s) WEBS 2x4 SP No.3 required at location(s)shown. The design/selection of such special connection device(s) is the responsibility of others. This applies REACTIONS. All bearings 0-8-0 except Gt=length) 31=0-7-4. to all applicable truss designs in this job. (lb) - Max Horz 2=-265(LC 6) Max Uplift All uplift 100lb or less atjoint(s) except 2=-541(LC 25). 31=-1868(LC 8), 17=-498(LC 29), 20=-1836(LC 8) Max Grav All reactions 250lb or less atjoint(s) 2, 17 except 31=2812(LC 1), 20=2907(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. ' TOP CHORD 2-3=-261/1513, 3-4=-649/1735, 4-6=-1766/3117, 6-7=-1660/3085, 7-8=-440/837, 8-9=-1161/642, 9-10=-2105/1177, 10-11=-3685/2097, 11-13=-3890/2207, 13-14=-1563/2917, 14-15=-1436/2708, 15-16=140912682, 16-17=528/1450 BOT CHORD 2-33=-1404/242, 32-33=-1404/242, 30-31=-2775/1802, 6-30=-299/261, 29-30=-1086/852, 27-29=-426/419, 26-27=-359/957, 25-26=-279/552, 23-24=-777/1452, 22-23=-777/1452, 19-20=-738/451, 17-19=-1271/569 WEBS 3-32=-466/523, 4-32=-697/929, 30-32=-1702/755, 4-30=-1487/1207, 7-30=-3071/1715, 7-29=-524/968, 8-29=-8851590, 8-27=1017/1814, 9-27=11591731, 9-26=-824/1368, 10-26=-761/515, 24-26=-785/1639, 10-24=-993/1589, 13-23=-107/410, 13-22=-4575/2553, 16-22=-1539/1108, 20-22=2892/1830, 14-22=997/672, 13-24=-1392/2547, 16-19=-2381272, 19-22=-627/123 NOTES- This item has been 1) 2-ply truss to be connected together with 1Od (0.131"xT') nails as follows: electronically signed and Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. sealed by ORegan, Philip, PE Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. using a Digital Signature. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 13-23 2x4 - 1 row at 0-6-0 oc. Printed copies of this 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. document are not considered 3) Unbalanced roof live loads have been considered for this design. Signed and sealed and the 4) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=49ft; eave=6ft; Cat. signature must be verified II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 on any electronic copies. 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. Philip J. O'Ragan PE No.58126 6) Provide adequate drainage to prevent water ponding. MiTek USA, Inc. FL Cart 6634 7) 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 FL 33610 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 Date: will fit between the bottom chord and any other members. June 9,2021 e A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. *R Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ii��.�� 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 piTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS1717P11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Saferylnformatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply FOLEY T24259988 77363 GRB ROOF SPECIAL GIRDER 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:56 2021 Page 2 ID:NRwBsubNlflvWHZitmA3hgzYRCF-GB_Prh7WuUFDMoQGMRs1 RYVbucCC91zGQ0CuWtz8OL9 NOTES- 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 541 lb uplift at joint 2, 1868 lb uplift at joint 31, 498 lb uplift at joint 17 and 1836 lb uplift at joint 20. 10) Use USP THD26-2 (With 18-16d nails into Girder & 12-1 Old nails into Truss) or equivalent at 34-1-8 from the left end to connect truss(es) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 107 lb down and 101 lb up at 35-11-4, 107 lb down and 101 lb up at 37-11-4, 107 lb down and 101 lb up at 39-11-4, and 110 lb down and 118 lb up at 41-11-4, and 227 lb down and 331 lb up at 44-0-0 on top chord, and 48 lb down and 35 lb up at 35-11-4, 48 lb down and 35 lb up at 37-11-4, 48 lb down and 35 lb up at 39-11-4, and 51 lb down and 12 lb up at 41-11-4, and 105 lb down and 147 lb up at 43-11-4 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: 1-7=-54, 7-9=-54, 9-15=-54, 15-18=-54, 31-34=20, 25-30=-20, 22-24=-20, 21-37=-20 Concentrated Loads (lb) Vert: 15=-131(B) 13=48(B) 23=-48(8) 41=-48(B) 42=-48(B) 43=58(B) 44=-706(B) 45=-48(B) 46=-48(B) 47=38(B) 49=-93(B) ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED IVIITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE, ° Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P11 Qualify 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 Qty Ply FOLEY IT,sspeuTy T24259989 77363 GRB5 Monopitch Girder 1 Job Reference (optional) unamoers truss, t-on Tierce, t-L - 34VbZ, 8.430 s May 12 2021 MITek Industries, Inc. Tue Jun 8 09:09:57 2021 Page 1 ID: NRwBsubN IflvWHZitmA3hgzYRCF-kNYn2188foN4y?Sw8NG—m21EOcVut3PffyR3Jz8OL8 -1-6-0 2-2-0 5-0-0 ' 1.6-0 2-2-0 2-10-0 Scale = 1:15.4 2-2-0 2-2-0 5-M 2-10-0 Plate Offsets (X,Y)— [2:0-2-9,Edge1, [3:0-2-8,0-1-121, [3:0-1-0,Edgej, [3:0-4-0,0-1-01, [3:0-2-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.04 6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.06 6 >900 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.03 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MR Wind(ILL) 0.05 6 >999 240 Weight: 51 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x6 SP N0.2 `Except' 3-6: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (size) 5=Mechanical, 2=0-8-0 Max Horz 2=164(LC 8) Max Uplift 5=-404(LC 8), 2=401(LC 8) Max Grav 5=726(LC 1), 2=616(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-7=-567/239, 34=309/132 BOT CHORD 3-5=-172/305, 3-6=-548/1022 Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together as follows: Top chords connected with 10d (0.131"x3") nails as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected with 10d (0.131"x3") nails as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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) 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 404 Ito uplift at joint 5 and 401 lb uplift at joint 2. 9) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent at 3-8-12 from the left end to connect truss(es) to front face of bottom chord, skewed 0.0 deg.to the right, sloping 0.0 deg. down. 10) Fill all nail holes where hanger is in contact with lumber. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 381 lb down and 230 Ib up at 2-0-8 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 This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.56126 MITek USA, [no. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 9,2021 ont Lie e WARNING -Verify 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 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall tt q� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing t V6iTek• 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/1P11 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 FOLEY T24259989 77363 GRBS Monopitch Girder 1 n L Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:57 2021 Page 2 ID: NRwBsubNlflvWHZitmA3hgzYRCF-kNYn2188foN4y?Sw8NG_m21E0cVut3PffyR3Jz80L8 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=54, 3-4=-54, 2-6=-20, 3-5=-20 Concentrated Loads (Ib) Vert: 6=-381(F) 9=-521(F) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with 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 pME• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members any. 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/TP/1 Quality Criteria, DSB-99 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply FOLEY T24259990 77363 GRC Hip Girder 1 1 Job Reference o tional Chambers Truss, Fort Pierce, FL - 34982, -1-6-0 3x4 = 5-0-0 4x8 = 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:09:59 2021 Page 1 ID: NRwBsubNlflvWHZitmA3hgzYRCF-gmgYTjAOB PeoD F9rl ZPk3B7AIpKjMmki7zRY7Cz80L6 9-0-0 14-0-0 15-6-0 , 15 4x4 = 2X3 11 3x4 = 5-0-0 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TIC 0.26 TCDL 7.0 Lumber DOL 1.25 BC 0.29 BCLL 0.0 Rep Stress Incr NO WB 0.12 BCDL 10.0 Code FBC202O TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 5=0-8-0 Max Horz 2=-84(LC 23) Max Uplift 2=-715(LC 8), 5=-715(LC 8) Max Grav 2=871(LC 1), 5=872(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1597/1258, 3-4=-1449/1210, 4-5=1600/1259 BOT CHORD 2-8=-1046/1433, 7-8=-1055/1447, 5-7=1055/1435 WEBS 3-8=-126/308, 4-7=1221309 Scale = 1:27.7 3x4 = DEFL. in floc) Vdefl L/d PLATES GRIP Vert(LL) 0.07 7-8 >999 240 MT20 244/190 Vert(CT) -0.07 7-8 >999 240 Horz(CT) 0.02 5 n/a n/a Weight: 59 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-2-2 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 715 lb uplift at joint 2 and 715 lb uplift at joint 5. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 190 lb down and 308 lb up at 5-0-0, and 112 lb down and 118 lb up at 7-0-12, and 190 lb down and 308 lb up at 9-0-0 on top chord, and 108 lb down and 156 lb up at 5-0-0, and 47 lb down and 17 lb up at 7-0-12, and 108 lb down and 156 lb up at 8-11-4 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 (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=54, 3-4=54, 4-6=54, 9-12=-20 Concentrated Loads (lb) Vert: 3=-135(F) 4=135(F) 8=-89(F) 7=-89(F) 15=-58(F) 16=-38(F) N Io This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Rogan PE No.58126 MiTek USA, Inc. FL Cart 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 loran individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, 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 FOLEY T24259991 77363 GRC1 Roof Special Girder 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:00 2021 Page 1 ID: NRwBsubNlflvWHZitmA3hgzYRCF-ByEwg3AOyjmfrPkl bHwzcOgKTDbD5AOsLdA6fez8OL5 3-0-0 8-0-0 i 104-8 , 13-8-0 1-6-0 3-0-0 5-0-0 2-4-8 3-3-8 4x4 = Scale = 1:25.8 3X4 = 3X4 — 3X4 II 4X4 — 4X0 — 3X4 Special 3-0-0 8-0-0 10-4-8 13-8-0 3-0-0 5-0-0 2-4-8 3-3-8 Plate Offsets (X,Y)-- [3:0-5-4,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.26 Vert(LL) -0.06 9-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.12 9-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(CT) 0.02 7 n/a file BCDL 10.0 Code FBC2020frP12014 Matrix -MS Wind(LL) 0.09 9-10 >999 240 Weight: 79 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-1-2 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-11-9 oc bracing. REACTIONS. (size) 7=Mechanical, 2=0-8-0 Max Horz 2=177(LC 8) Max Uplift 7=-369(LC 5), 2=554(1_C 8) Max Grav 7=605(LC 1), 2=783(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1681/1043, 3-4=-1859/1089, 4-5=-743/412, 5-6=-6701401, 6-7=-564/367 BOT CHORD 2-1 0=-1 022/1537, 9-10=-1045/1581, 8-9=-1127/1848 WEBS 3-10=-187/366, 3-9=-370/397, 4-8=1316/814, 6-8=-481/808 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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) 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. This Item has been 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 369 lb uplift at joint 7 and 554 lb uplift at electronically signed and joint 2. sealed by ORegan, Philip, PE 9) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent at 4-11-4 from the left end to connect using a Digital Signature. truss(es) to back face of bottom chord. Printed copies Of this 10) Fill all nail holes where hanger is in contact with lumber. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 167 lb down and 152 lb up at document are not considered 3-0-0 on top chord, and 97 lb down and 58 lb up at 3-0-0 on bottom chord. The design/selection of such connection device(s) is signed and sealed and the the responsibility of others. signature must be verified 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). On any electronic Copies. LOAD CASE(S) Standard Philip J. VRegan PE No.56126 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 MiTek USA, Inc. FL Cart 6634 Uniform Loads (plf) 6904 Parke East Blvd. Tampa FL 33610. Vert: 1-3=54, 3-4=-54, 4-5=-54, 5-6=-54, 2-7=-20 Date: June 9,2021 inue ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. �� Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M oTek• 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 ANSIITPlf 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 FOLEY T24259991 77363 GRC1 Roof Special Girder 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-5(B) 10=-15(B) 15=-287(B) 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:00 2021 Page 2 ID: NRwBsubNlflvWHZitmA3hgzYRCF-ByEwg3A0yjmfrPkl bHwzcOgKTDbD5A0sLdA6fez8OL5 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, notpal 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 IV iTeke is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVfP/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 FOLEY T24259992 77363 GIRD Hip Girder 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:02 2021 Page 1 I D:N RwBsubNlflvWHZitmA3hgzYRCF-5LMg5kCHUKOM4juQiizRhpldl1 DjZy9pxfCkXz8OL3 ,-1-6-0, 4-7-14 8-8-0 14-2-10 19-7-8 25-M 30-7-0 34-7-2 39-3-0 1 6-0 ' 4-7-14 4-0-2 5 6-10 5 4-14 5 4-14 5-0-10 4-0-2 4-7-14 5.00 12 <I1 0 48 = 3x4 11 6x8 = 7x8 MT18HS = 48 = 7x8 MT18HS = 4-7-14 8-8-0 14-2-10 19-7-8 25-0-6 30-7-0 Scale = 1:68.1 3x4 11 6x8 = Bx8 = 3x4 = 3x6 = 3x4 = 4 5 P3 6 7 24 8 9 18 17 16 15 14 13 25 26 12 27 28 6x8 = HUS26 3x4 II HUS26 HUS26 HUS26 4x8 = LOADING (psf) TCLL 20.0 TCDL 7.0 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/TP12014 CSI. TIC 0.46 BC 0.78 WB 0.66 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/defl L/d -0.33 14-15 >999 360 -0.60 14-15 >782 240 0.13 11 n/a n/a 0.48 14-15 >986 240 PLATES GRIP MT20 2441190 MT18HS 244/190 Weight: 463 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-13 oc purlins. BOT CHORD 2x6 SP 240OF 2.0E 'Except' BOT CHORD Rigid ceiling directly applied or 7-1-6 oc bracing. 14-16: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 11=0-8-0, 2=0-8-0 Max Horz 2=152(LC 7) Max Uplift 11=-2962(LC 8), 2=1369(LC 8) Max Grav 11=4875(LC 1), 2=2237(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5176/2990, 3-4=-4886/2889, 4-5=-6411/3873, 5-6=7849/4772, 6-8=-7849/4772, 8-9=-8620/5306, 9-10=-9407/5830, 10-11 =- 11332/6955 BOTCHORD 2-18=-2692/4754, 17-18=-2692/4754, 16-17=-2511/4484, 15-16=3724/6485, 14-15=-5102/8608, 13-14=5308/8793, 12-13=-6359/10445, 11-12=6359/10445 WEBS 3-17=-420/261, 4-17=-1211357, 4-16=1399/2392, 5-16=1257/834, 5-15=-1017/1701, 6-15=-279/241, 8-15=-977/1086, 8-14=718/809, 9-14=1389/1475, 9-13=2168/3478, 10-1 3=-1 973/1251, 10-12=-749/1322 NOTES- 1) 2-ply truss to be connected together with 1Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 17-4 2x4 - 1 row at 0-8-0 oc, member 13-9 2x4 - 1 row at 0-8-0 This item has been 0c. 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 electronically signed and ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. sealed by ORegan, Philip, PE 3) Unbalanced roof live loads have been considered for this design. using a Digital Signature. 4) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=39ft; eave=5ft; Cat. Printed copies of this p II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific document are not considered to the use of this truss component. signed and sealed and the 6) Provide adequate drainage to prevent water ponding. signature must be Verified 7) All plates are MT20 plates unless otherwise indicated. On any electronic COPI2S. 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 PhilipJ. O'Regan PE No.68126 will fit between the bottom chord and any other members. MiTek USA, Inc. FL Cart 66U 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2962 lb uplift at joint 11 and 1369 lb 6904 Parke East Blvd. Tampa FL 33610 uplift at joint 2. Date: 11) Use LISP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent spaced at 2-0-8 oc max. starting at 30-8-4 June 9.2021 from the left end to 37-10-4 to connect truss es to front face of bottom chord. ntin e WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19I2020 BEFORE USE. R Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not -.Ye a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 quality Criteria, DSB-89 and 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 FOLEY T24259992 77363 GRD Hip Girder 1 Job Reference (optional) unambers I russ, Fort Hlerce, t-L - 34962, NOTES- 12) 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 (plo Vert: 1-4=54, 4-9=-54, 9-11=54, 2-11=-20 Concentrated Loads (Ib) Vert: 13=-2284(F) 25=-295(F) 26=-585(F) 27=481(F) 28=-481(F) 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:02 2021 Page 2 ID:NRwBsubNlflvWHZitmA3hgzYRCF-5LMg5kCHUKOM4juQiizRhpldll DjZ_r9pxfCkXz80L3 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 IVI iTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PI1 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 FOLEY T24259993 77363 GRF Common Girder 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:04 2021 Page 1 ID: NRwBsubNlflvWHZitmA3hgzYRCF-1jTRWQDX?xG4K11 oq7?vm Equogv2l rkRGF8JoPz8OL1 4-8-14 8-9-14 12-10-15 17-0-0 21-0-0 4-8-14 4-1-1 4-1-1 4-1-1 4-0-0 4x4 = 5.00 12 Scale: 1/4"=1' 4x8 = 3x10 II HUS26 6x8 = HUS26 5x6 = HUS26 7x8 = 5x121VT18HS II THD26-2 HUS26 7x8 — HUS26 HUS26 HUS26 4-8-14 8-9-14 12-10-15 17-0-0 21-0-0 ' 4-8-14 4-1-1 4-1-1 4-1-1 4-0-0 Plate Offsets (X,Y)-- [1:0-4-0,0-1-14], [8:0-5-8,Edge], [9:0-4-0,0-4-4], [10:0-3-8,0-4-8], [12:0-3-8,0-4-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.16 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.30 12-13 >843 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(CT) 0.06 8 n/a file BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.23 12-13 >999 240 Weight: 295 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-4-1 oc purlins, BOT CHORD 2x6 SP 240OF 2.OE *Except* except end verticals. 8-11: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-3-9 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 8=0-8-0 Max Horz 1=302(LC 25) Max Uplift 1=-2629(LC 8), 8=-3092(LC 8) Max Grav 1=4530(LC 1), 8=5093(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-11545/6727, 2-3=-8716/5111, 3-5=-5626/3341, 5-6=-2793/1714, 6-7=-2788/1712, 7-8=-4704/2880 BOT CHORD 1-13=-6439/10624, 12-13=-6439/10624, 10-12=-4864/8025, 9-10=-3131/5154 WEBS 2-13=-120012140, 2-12=-2873/1740, 3-12=-2015/3494, 3-10=-3838/2318, 5-10=-2513/4277, 5-9=-4302/2626, 6-9=-1126/1951, 7-9=2624/4350 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: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-3-0 oc, Except member 12-2 2x4 - 1 row at 0-9-0 oc, member 3-12 2x4 - 1 .row at 0-9-0 oc, member 10-3 2x4 - 1 row at 0-9-0 oc, member 5-10 2x4 - 1 row at 0-9-0 oc, member 9-5 2x4 - 1 row at 0-9-0 oc, member 9-6 2x4 - 1 row at 0-9-0 oc, member 9-7 2x4 - 1 row at 0-9-0 oc. This item has been 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. electronically Signed and 3) Unbalanced roof live loads have been considered for this design. sealed by ORegan, Philip, PE 4) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. using a Digital Signature. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 Printed copies of this 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. document are not considered 6) All plates are MT20 plates unless otherwise indicated. Signed and Sealed and the 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Signature must be Verified 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 on an electronic copies. y p will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2629 lb uplift at joint 1 and 3092 lb uplift Philip J. O'Regan PE No.68126 at joint 8. MTek USA, Inc. FL Cart 8634 10) Use USP THD26-2 (With 18-16d nails into Girder & 12-10d nails into Truss) or equivalent at 5-1-8 from the left end to connect 8904 Parke EastBlvd.Tampa FL 33810 truss(es) to front face of bottom chord. Date: 11) 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 7-0-12 June 9,2021 from the left end to 19-0-12 to connect truss es to front face of bottom chord. -- A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �+ a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ■■■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSffP/l Quality Criterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oily Ply FOLEY T24259993 77363 GRF Common Girder 1 n L Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:04 2021 Page 2 ID: NRwBsubNlflvWHZitmA3hgzYRCF-ljTRWQDX?xG4K11 oq7?vmEquogv21 rkRGFBJoPz80L1 NOTES- 12) 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: 1-6=54, 6-7=-54, 1-8=-20 Concentrated Loads (lb) Vert:12=-875(F) 10=-885(F) 9=-885(F) 16=-1905(F) 17=-876(F) 18=-885(F) 19=-885(F) 20=-885(F) 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 Mmek® 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 overalls A� I9 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IyliTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSbTPll 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 FOLEY T24259994 77363 GRG ROOF SPECIAL GIRDER 1 Job Reference (optional) urlarnuers 1 russ, ruff rlerce, rL - 14eOz, m4ou s May -iz zuz l IVII I eK Incusines, Inc. I ue dun o uu:IU:u/ zuz l rage -1 ID: NRwBsubNlflvWHZitmA3hgzYRCF-Rl9Z8SGP IsefBUm NVFYcOtSSG2y7DAMuyDNzPkz8OL_ _ 2.8-0 1 5-0-0 8-2-0 11-4-0 13-8-0 15-0-0 19-9-2 24-8-0 1 2-8-0 2-4-0 3-2-0 3-2-0 2-4-0 1 4-0 4-9-2 0-1 4-14 5x6 = 5.00 12 2 1 4x5 = 3x4 I I 17 3x5 = 3x4 I 2-8-0 5-0-0 8x14 = 11 26 27 12 3x4 II HUS26 Special Special 5x6 = 7 10 5x10 = Special Scale = 1:42.9 Special 3x8 = Special 8 24 a N 9 O 28 29 Special 9 3x8 I I Special LOADING (psf) TCLL 20.0 TCDL 7.0 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 0.54 BC 0.77 WB 0.91 Matrix -MS DEFL. in Vert(LL) -0.37 Vert(CT) -0.69 Horz(CT) 0.24 Wind(LL) 0.53 (loc) I/deft Lid 12 >785 360 12 >419 240 9 n/a n/a 12 >544 240 PLATES GRIP MT20 244/190 Weight: 291 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP 240OF 2.0E `Except` TOP CHORD Structural wood sheathing directly applied or 5-0-15 oc purlins, 4-5: 2x6 SP No.2, 5-8: 2x4 SP M 30 except end verticals. BOT CHORD 2x4 SP M 30 `Except* BOT CHORD Rigid ceiling directly applied or 6-10-7 oc bracing. 2-17: 2x4 SP No.3, 9-12: 2x6 SP No.2 WEBS 2x4 SP No.3 `Except* 7-10,6-11: 2x4 SP M 30 REACTIONS. (size) 1=0-8-0, 9=Mechanical Max Horz 1=113(LC 8) Max Uplift 1=-722(LC 8). 9=1120(LC 8) Max Grav 1=1298(LC 1),9=1925(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-18=-705/323, 2-3=-4419/2512, 3-4=-3454/1984, 4-5=-3559/2044, 5-6=-7456/4243, 6-7=-8577/4919, 7-8=-3784/2183, 8-9=1874/1143 BOT CHORD 2-17=-206/367, 2-16=-2528/4356, 15-16=-2530/4358, 14-15=-4228/7418, 13-14=-5334/9300,10-11=-556/967 WEBS 4-15=-1299/2334, 5-14=-221/388, 6-14=-2053/1270, 10-13=-1762/3028, 7-13=-2707/4767, 7-1 0=-1 634/1071, 8-10=-2346/4079, 3-15=-1251/770, 5-15=-4464/2555, 11-13=-388/757, 6-13=-398/603 NOTES- 1) 2-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. This item has been Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. electronically Signed and 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 sealed by ORegan, Philip, PE ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. using a Digital Signature. 3) Unbalanced roof live loads have been considered for this design. Printed copies of this p 4) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=25ft; eave=4ft; Cat. document II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 are not considered 5) Building Designer / Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific signed and sealed and the to the use of this truss component. signature must be verified 6) Provide adequate drainage to prevent water ponding. On any electronic COp12S. 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 Philip J. O'Regan PE No.58126 will fit between the bottom chord and any other members. MiTek USA, Inc. FL Cart 6634 9) Refer to girder(s) for truss to truss connections. 6904 Parke East Blvd. Tampa FL 33810 10) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Date: capacity of bearing surface. ,June 9,2021 ^o e e 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 of trusses and truss systems, see ANS11TPlf Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty Ply FOLEY T24259994 77363 GRG ROOF SPECIAL GIRDER 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 6.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:07 2021 Page 2 ID:NRwBsubNlflvWHZitmA3hgzYRCF-RI9Z8SGP IsefBUm NVFYcOtSSG2y7DAMuyD NzPkz80L_ NOTES- 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 722 lb uplift at joint 1 and 1120 lb uplift at joint 9. 12) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent at 16-4-12 from the left end 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) 117 lb down and 118 lb up at 18-0-12, 117 lb down and 118 lb up at 20-0-12, and 117 lb down and 118 lb up at 22-0-12, and 102 lb down and 114 lb up at 24-0-12 on top chord, and 47 lb down and 17 lb up at 18-0-12, 47 lb down and 17 lb up at 20-0-12, and 47 lb down and 17 lb up at 22-0-12, and 58 lb down and 17 lb up at 24-0-12 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: 1-2=-54, 2-4=-54, 4-5=54, 5-8=54, 1-17=-20, 2-13=-20, 9-12=-20 Concentrated Loads (lb) Vert:10=-38(B) 22=-58(B) 23=-58(B) 24=-58(B) 25=-73(B) 26=-1001(B) 27=-38(B) 28=-38(B) 29=-44(B) 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 �e 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?plf 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 FOLEY T24259995 77363 GRH Hip Girder 1 1 Job Reference (optional) Gnamoers I russ, Inc., ron Pierce, FL 8.430 s Apr 29 2021 MiTek Industries, Inc. Wed Jun 9 09:37:30 2021 Page 1 I D: N RwBsub N If Iv W HZitmA3hgzYRC F-d DO ETYUaq M GTMO53EZ4N GxK7kXD Ls I D9bO9pioz83jZ 1 6 0 2-8-0 7-0-0 9 4-0 13-8-0 16-4-0 1-6-0 2-8-0 f 4-4-0 2-4-0 1 4.4-0 1 2-8-0 2x3 11 3x5 = 5x8 = 5x6 = 23 5 Scale = 1:28.0 M M j ca Ia�6 XQ 4-1P 2-0 10 2f8 0 7-M 9 4-0 13-8-0 I$W 16-4-0 16 2-0-0 4 4-0 2 4-0 4-4-0 2-0 10 Plate Offsets (X,Y)—[1:0-0-15,0-0-01, [4:0-5-12,D-2-81, [5:0-3-0,0-2-41, [6:0-3-13,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(CT) BCDL 10.0 Code FBC2020/TPl2014 Matrix -MS Wind(LL) LUMBER - TOP CHORD 2x6 SP 240OF 2.OE'Except* 4-5,7-12: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=862/0-8-0, 7=850/Mechanical Max Horz 1=-91(LC 6) Max Uplift 1=-516(LC 8), 7=508(LC 8) Max Grav 1=91O(LC 29), 7=897(LC 30) in (loc) I/deft Lid -0.22 8-21 >860 360 -0.44 8-21 >430 240 0.29 7 n/a n/a 0.35 8-21 >549 240 PLATES GRIP MT20 244/190 Weight: 71 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-7-6 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-445/264, 2-3=338/217, 3-4=-2311/1297, 4-22=-2250/1317, 22-23=-2250/1317, 5-23=-2250/1317, 5-6=-2338/1311, 6-7=-939/209 BOT CHORD 3-9=-1122/2236, 8-9=-1131/2261, 6-8=-1144/2223 WEBS 4-9=-124/358, 5-8=123/370, 2-11 =-1 26/272 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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) 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 516 Ib uplift at joint 1 and 508 lb uplift at joint 7. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 326 lb down and 242 lb up at 7-0-0, and 326 lb down and 242 lb up at 9-4-0 on top chord, and 228 lb down and 107 lb up at 7-0-0, and 228 lb down and 107 lb up at 9-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=54, 4-5=54, 5-6=54, 6-7=76, 10-13=-20, 16-19=20 Concentrated Loads (lb) Vert: 4=-118(B) 5=118(B) 9=-145(B) 8=-145(B) This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. ORegan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 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 verily 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 ANS17TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply FOLEY T24259996 77363 GRK Hip Girder 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:09 2021 Page 1 ID:N RwBsubNlflvWHZitmA3hgzYRCF-NhHKZ8HggUuNQowmdgb4TIYtYrk3hHCAQXs4Tdz8OKy i -1-6-0 5-0-0 9-0-0 14-0-0 15-6-0 1-6-0 5-0-0 4-0-0 5-0-0 1-6-0 4x8 = 4x4 = 2x3 II 3x4 = 3x4 = 3x4 = Scale = 1:27.7 5-0-0 9-0-0 14-0-0 5-0-0 4-0-0 5-0-0 Plate Offsets (X,Y)-- [3:0-5-4,0-2-0) LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.24 Vert(LL) 0.06 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.07 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MS Weight: 59 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-12 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-6-2 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 5=0-3-0 Max Horz 2=-84(LC 23) Max Uplift 2=-675(LC 8), 5=-646(LC 8) Max Grav 2=871(LC 1).5=871(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1598/1157, 3-4=-1448/1046, 4-5=-1598/1084 BOT CHORD 2-8=-955/1434, 7-8=-963/1448, 5-7=-893/1434 WEBS 3-8=-126/309, 4-7=-72/309 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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) 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 chard 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. This Item has been 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 675 lb uplift at joint 2 and 646 lb uplift at joint 5. electronically signed and 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 190 lb down and 308 lb up at sealed by ORegan, Philip, PE 5-0-0, and 112 lb down and 118 lb up at 7-0-0, and 258 lb down and 290 lb up at 9-0-0 on top chord, and 108 lb down and 156 lb using a Digital Signature. up at 5-0-0, and 47 lb down and 17 lb up at 7-0-0, and 133 lb down and 64 lb up at 8-11-4 on bottom chord. The design/selection Printed copies Of this 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). document are not Considered signed and sealed and the LOAD CASE(S) Standard signature must be verified 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 on any electronic copies. Uniform Loads (plf) Vert: 1-3=54, 3-4=-54, 4-6=-54, 9-12=-20 Philip J. O'Regan PE No,68126 Concentrated Loads (lb) MiTek USA, Inc. FL Cert 66U Vert: 3=-135(F) 4=135(F) 8=-89(F) 7=-89(F) 15=-58(F) 16=-38(F) 6904 Parke East Blvd. Tampa FL 33610 Date: June 9,2021 WARNING -Verify 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 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 MiTek* iTek` building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ivi fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 FOLEY T24259997 77363 GRK1 Hip Girder 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:11 2021 Page 1 ID: NRwBsubNlflvWHZitmA3hgzYRCF-K304_pJwM585g648k5dYYjdDjfQX9BiTtrLBXVz8OKw -1-6-0 5-0-0 9-0-0 14-0-0 15'-0 1,_, 5-0-0 4-0-0 5-0-0 1- 4x8 = 15 Scale = 1:27.7 44 = 2x3 11 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TIC 0.26 TCDL 7.0 Lumber DOL 1.25 BC 0.29 BCLL 0.0 Rep Stress Incr NO WB 0.12 BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS - 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 5=0-8-0 Max Horz 2=-84(LC 23) Max Uplift 2=-715(LC 8), 5=-715(LC 8) Max Grav 2=871(LC 1), 5=871(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1598/1258, 3-4=-1448/1210, 4-5=1598/1258 BOT CHORD 2-8=-1048/1434, 7-8=-1057/1448, 5-7=1053/1434 WEBS 3-8=-1 261309. 4-7=1 23/309 3x4 = DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.07 7-8 >999 240 MT20 244/190 Vert(CT) -0.07 7-8 >999 240 Horz(CT) 0.02 5 n/a n/a Weight: 59 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-2-1 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 715 lb uplift at joint 2 and 715 lb uplift at joint 5. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 190 lb down and 308 lb up at 5-0-0, and 112 lb down and 118 lb up at 7-0-0, and 190 lb down and 308 lb up at 9-0-0 on top chord, and 108 lb down and 156 lb up at 5-0-0, and 47 lb down and 17 lb up at 7-0-0, and 108 lb down and 156 lb up at 8-11-4 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=-54, 3-4=-54, 4-6=-54, 9-12=-20 Concentrated Loads (lb) Vert: 3=-135(B) 4=-135(B) 8=-89(B) 7=89(B) 15=-58(B) 16=-38(B) This item has been electronically signed and sealed by, ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. ('Regan PE No.58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 9,2021 WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. -- Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the piTek` fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rP/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 Type Oty Ply FOLEYT24259998 TFI',tsGirder 77363 GRL 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982. 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:13 2021 Page 1 ID: NRwBsubNlflvWHZitmA3hgzYRCF-GS WgPVKAuiPpvPDXsWfOdeiUmTOnd??mL9glcOz8OKu 5-1-14 10-1-15 15-2-1 20-2-2 25-4-0 ' 5-1-14 ' 5-0.2 5-0-2 5-0-2 5-1-14 Scale = 1:43.1 5x6 = 3x5 = 3x4 = 4x6 = 3x4 II 15 16 2 17 18 19 3 20 4 21 5 22 23 24 25 3x5 = 5x6 = 6 26 27 7 3x6 II 5x6 = 3x5 = 5x6 = 4x8 = 5x6 = 3x6 II 5-1-14 10-1-15 15-2-1 20-2-2 25-4-0 5-1-14 5-0-2 5-0-2 5-0-2 5-1-14 Plate Offsets (X,Y)— 18:Edge,0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.54 Vert(LL) -0.13 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.24 10-12 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.45 Horz(CT) 0.05 8 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.19 10-12 >999 240 Weight: 376 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-13 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 7-8-6 oc bracing. 1-13,2-12,3-10,6-10,7-9: 2x4 SP M 30 REACTIONS. (size) 14=0-8-0, 8=0-8-0 Max Uplift 14=-2807(LC 4), 8=2517(LC 5) Max Grav 14=4208(LC 1), 8=4194(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-4133/2795, 1-2=-5103/3156, 2-3=-7448/4382, 3-5=-7229/4198, 5-6=-7229/4198, 6-7=-4986/2961, 7-8=-4116/2506 BOT CHORD 12-13=-3156/5103, 10-12=4382/7448, 9-10=-2961/4986 WEBS 1-13=-3831/6204, 2-13=-3505/2272, 2-12=-1514/2873, 3-12=-1558/900, 3-10=-269/252, 5-1 0=-1 336/777, 6-1 0=-1 524/2747, 6-9=-3405/2124, 7-9=3578/6027 NOTES- 1) 2-ply truss to be connected together with 1Dd (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 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 ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=25ft; eave=4ft; Cat. This item has been ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 electronically signed and to the use of this truss component. sealed by ORegan, Philip, PE 5) Provide adequate drainage to prevent water ponding. using a Digital Signature. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' Printed COp12S Of this 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. document are not considered 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2807 lb uplift at joint 14 and 2517 lb signed and sealed and the uplift at joint a. signature must be verified 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 309 lb down and 349 lb up at on any electronic copies. 0-1A2. 157 lb down and 236 lb up at 1-1-13. 156 lb down and 208 lb up at 3-1-13, 817 lb down and 661 lb up at 5-0-12, 545 lb down and 414 Ito up at 7-0-12, 545 lb down and 414 lb up at 7-11-4, 460 lb down and 293 lb up at 9-11-4, 460 lb down and 293 lb Philip J.O'Ragan PE No.58126 up at 11-11-4. 460 lb down and 293 lb up at 13-11-4, 460 lb down and 293 lb up at 15-11-4, 545 lb down and 414 lb up at 17-11-4. Miiek USA, Inc. FL Can 6634 545 lb down and 414 lb up at 19-11-4, and 545 lb down and 414 lb up at 21-11-4, and 545 lb down and 414 lb up at 23-11-4 on top 6904 Parke East Blvd. Tampa FL 33610 chord. The design/selection of such connection device(s) is the responsibility of others. Date: June 9,2021 LOAD CASE151 standard ® WARNING - Venly 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, note a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall �iip�.YY■ iTek• building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ivi fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rPI1 Duality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oly Ply OEY T24259998 77363 GRL Flat Girder 1 [biReference o tional L;namoers I russ, I•ort rlerce, HL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:13 2021 Page 2 ID: NRwBsubNlflvWHZitmA3hgzYRCF-GS WgPVKAuiPpvP DXsWfOd8iUmTOnd??mL9glcOz8OKu LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-7=54, 8-14=-20 Concentrated Loads (Ib) Vert: 1=-309 2=-817 3=460(B) 6=-545(B) 15=-157 16=-156 17=-545(B) 18=-545(8) 20=-460(B) 21=460(1]1) 22=-460(B) 25=-545(B) 26=-545(B) 27=545(B) ® WARNING - Verify design parameters an(] READ NOTES ON THIS AND INCLUDED IvIITEK 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 p� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 VI 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?PI1 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 FOLEY T24259999 77363 GRW Half Hip Girder 1 1 Job Reference (optional) V nenluels I1-5. curt rlerce, rL - 04y0G, m4Ju s may lZ ZUZI mi I eK Inousines, mc. I ue Jun d u`J:lu:l4 ZUZI rage 1 ID: NRwBsubNlflvWHZitmA3hgzYRCF-ke4DdrLofOXfXZojP DAFALFbjsKYMMGwZpZr8gz8OKt -1-6-0 3-9-14 �_ 7-0-0 11-9-12 16-5-12 21-1-12 25-9-12 30-7-8 1-6-0 ' 3-9-14 3-2-2 4-9-12 4-8-0 4-8-0 4-8-0 4-9-12 5x8 MT18HS = 3x4 = 3x4 = 5x6 WB = 2x3 11 5.00 12 4 22 23 5 24 25 2627 6 28 7 8 29 30 Scale = 1:54.1 3x10 = 4x10 = 31 9 32 33 10 1° 11 34 35 10 36 1537 14 38 39 1J 40 41 1Z 42 43 11 3x10 — 2x3 I I 3x4 = 4x5 — 5x12 MT18HS = 6x8 = 5x8 = 3x6 11 3x4 = 3-9-14 7-0-0 LOADING (psf) TCLL 20.0 TCDL 7.0 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 0.78 BC 0.72 WB 0.83 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/clef] Lid -0.38 14-16 >965 360 -0.71 14-16 >513 240 0.16 11 file n/a 0.59 14-16 >621 240 PLATES MT20 MT18HS Weight: 165 lb GRIP 244/190 2441190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-4-0 oc purlins, BOT CHORD 2x4 SP M 31 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 3-10-4 oc bracing. 4-16,5-14,6-13,9-13,10-12: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (size) 11=Mechanical, 2=0-8-0 Max Horz 2=214(LC 25) Max Uplift 11=-1538(LC 8), 2=1518(LC 8) Max Grav 11=2441(LC 1), 2=2318(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5238/3264, 3-4=-5106/3266, 4-5=-6229/3990, 5-6=-6457/4107, 6-8=5511/3491, 8-9=-5511/3491, 9-10=-3410/2155, 10-11=-2338/1531 BOT CHORD 2-18=-3109/4793,17-18=-3109/4793,16-17=-3067/4726,14-16=-3990/6229, 13-14=-4107/6457, 12-13=-2155/3410 WEBS 3-17=-367/295, 4-17=-270/622, 4-16=-1084/1807, 5-16=706/575, 5-14=-186/307, 6-14=0/276, 6-13=1121/729, 8-13=494/456, 9-13=-1582/2488, 9-12=-1878/1355, 10-12=-2517/3983 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=31ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 This item has been 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. electronically Signed and 4) Provide adequate drainage to prevent water ponding. sealed by ORegan, Philip, PE 5) All plates are MT20 plates unless otherwise indicated. using a Digital Signature. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `This Printed copies of this 7) 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. document are not Considered 8) Refer to girder(s) for truss to truss connections. signed and sealed and the 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1538 lb uplift at joint 11 and 1518 lb signature must be verified uplift at joint 2. on any electronic copies. Philip J. O'Regan PE No.56126 MiTek USA, Inc. FL Cart 66U 6904 Parke East Blvd. Tampa FL 33610 Date: June 9,2021 e A 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 -L�^.�•�YCq a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Type Qty Ply FOLEY FH.If T24259999 77363GRW ip Girder 1 1 Job Reference (optional) unambers truss, fort fierce, FL - 34952, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:15 2021 Page 2 ID: NRwBsubNlflvWHZitmA3hgzYRCF-CrebgBMRQKf WBjNwzwiUjZomTGgn5pW3oTJOgGz8OKs NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 205 lb down and 327 lb up at 7-0-0, 137 lb down and 169 lb up at 9-0-12, 137 lb down and 169 lb up at 11-0-12, 137 lb down and 169 lb up at 13-0-12, 137 lb down and 169 lb up at 15-0-12, 137 lb down and 169 lb up at 17-0-12, 137 lb down and 169 lb up at 19-0-12, 137 lb down and 169 lb up at 21-0-12, 139 lb down and 169 lb up at 23-0-12, 139 lb down and 169 lb up at 25-0-12, and 139 lb down and 169 lb up at 27-0-12, and 139 lb down and 169 lb up at 29-0-12 on top chord, and 351 lb down and 257 lb up at 7-0-0, 85 lb down and 27 lb up at 9-0-12, 85 lb down and 27 lb up at 11-0-12, 85 lb down and 27 lb up at 13-0-12, 85 lb down and 27 lb up at 15-0-12, 85 lb down and 27 lb up at 17-0-12, 85 lb down and 27 lb up at 19-0-12, 85 lb down and 27 lb up at 21-0-12, 85 lb down and 27 lb up at 23-0-12. 85 lb down and 27 lb up at 25-0-12, and 85 lb down and 27 lb up at 27-0-12, and 85 lb down and 27 lb up at 29-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) 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: 1-4=-54, 4-10=-54, 11-19=-20 Concentrated Loads (lb) Vert: 4=-158(F) 7=109(F) 17=351(F) 8=-109(F) 13=-65(F) 22=-109(F) 23=-109(F) 24=-109(F) 26=-109(F) 28=109(F) 30=-109(F) 31=-109(F) 32=109(F) 33=-109(F) 34=-65(F) 35=65(F) 36=-65(F) 37=-65(F) 38=-65(F) 39=-65(F) 40=-65(F) 41=-65(F) 42=-65(F) 43=-65(F) 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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rP/1 Quality Criteria, DSB-99 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply FOLEY T24260000 77363 GRY Half Hip Girder 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:15 2021 Page 1 ID: NRwBsubNlflvWHZitmA3hgzYRCF-CrebgBMRQKfW8jNwzwiUjZow7Gk65o?3oTJOgGz8OKs 4-6-14 7-0-0 8 6-0 8r8,0 4-6-14 2-5-2 11-0 0-2-0 i 3x4 I I 4 3x4 = 3x4 II 7x8 = 6x8 = LOADING (psf) SPACING- 2-0-0 CS'. TCLL 20.0 Plate Grip.DOL 1.25 TC 0.17 TCDL 7.0 Lumber DOL 1.25 BC 0.50 BCLL 0.0 Rep Stress Incr NO WB 0.93 BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP HUS26 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.04 7 >999 240 MT20 2441190 Vert(CT) -0.05 7 >999 240 Horz(CT) 0.01 5 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (size) 1=0-8-0, 5=Mechanical Max Horz 1=195(LC 8) Max Uplift 1=-408(LC 8), 5=-1483(LC 8) Max Grav 1=747(LC 1), 5=2304(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1612/895, 2-3=-1221/706 BOT CHORD 1-7=-954/1464, 6-7=-954/1464, 5-6=706/1099 WEBS 2-7=-103/263, 3-6=1528/2439, 2-6=460/312, 3-5=-2344/1507 Scale = 1:25.4 Weight: 53 lb FT = 20% Structural wood sheathing directly applied or 5-8-2 oc purlins, except end verticals. Rigid ceiling directly applied or 7-4-5 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 408 lb uplift at joint 1 and 1483 lb uplift at joint 5. 7) Use USP HUS26 (With 14-16d nails into Girder & 6-16d nails into Truss) or equivalent at 7-0-12 from the left end to connect truss(es) to back face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 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: 1-4=-54, 1-5=-20 Concentrated Loads (lb) Vert: 6=-2421 (B) This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.59126 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 NIII-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 s� pNot p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ty� 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 ANS11TP/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 Ply FOLEY T24260001 77363 H Roof Special 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:17 2021 Page 1 ID: NRwBsubNlflvWHZitmA3hgzYRCF-BDmLFtOhyxvE01 X15Lkyo_t6?4MDZsrMFnoV19z8OKq -1-6-0 2-8-0 5-0-0 8-2-0 11-4-0 13-8-0 16-4-0 1 6-0 2-8-0 2 4-0 3-2-0 3-2-0 2 4-0 2-8-0 3x5 = 4x4 = 2x3 11 2x3 11 8-2-0 11-4-0 13-8-0 Scale = 1:29.1 3x5 = 2x3 I I LOADING (psf) TCLL 20.0 TCDL 7.0 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 0.78 BC 0.72 WB 0.27 Matrix -MS DEFL. in Vert(LL) -0.28 Vert(CT) -0.54 Horz(CT) 0.36 Wind(LL) 0.39 (loc) I/defl Lid 10 >700 360 10 >365 240 8 n/a n/a 10 >499 240 PLATES GRIP MT20 244/190 Weight: 74 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 `Except' TOP CHORD Structural wood sheathing directly applied or 4-9-8 oc purlins. 8-16: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-9-8 oc bracing. BOT CHORD 2x4 SP M 30 -Except* JOINTS 1 Brace at Jt(s): 11 3-7: 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (size) 8=Mechanical, 2=0-8-0 Max Horz 2=124(LC 11) Max Uplift 8=-321(LC 12). 2=-447(LC 12) Max Grav 8=616(LC 1), 2=704(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-21=-314/303, 3-4=-1909/1662, 4-5=-10691977, 5-6=-1069/990, 6-7=-1933/1670, 7-8=-321 /313 BOT CHORD 3-13=-149511801, 12-13=-149511801, 11-12=-147911827, 7-11=-1479/1827 WEBS 5-12=-570/689, 4-12=-925/881, 4-13=181/321, 6-12=-953/899, 6-11 =-1 99/324, 3-15=-223/316, 7-9=-262/344 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterjor(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 8-2-0, Exterior(2R) 8-2-0 to 11-4-0, Interior(1) 11-4-0 to 16-4-0 zone;C-C for members and forces & MWFRS for reactions shown; 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 This item has been ' to the use of this truss component. electronically signed and 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Sealed by ORegan, Philip, PE 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 using a Digital Signature. will fit between the bottom chord and any other members. Printed copies of this p 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 321 lb uplift at joint 8 and 447 lb uplift at document are not considered joint 2. signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 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 1u111-7473 rev. 5/19/2020 BEFORE USE. -- Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing " is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek* fabrication, storage, delivery, erection and bracing of tmsses and truss systems, see ANSI1TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply FOLEY T24260002 77363 J1 Jack -Open 19 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:19 2021 Page 1 ID: NRwBsubNlflvWiZitmA3hgzYRCF-5ct6gYPxTY9ydKhhCmm QtOyWDtChl gWrj5Hcp2z8OKo -1-6-0 1-0-0 1-6-0 1-0-0 Scale = 1:7.1 0 4 6 1-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Wmd(LL) -0.00 5 >999 240 Weight: 6 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=75(LC 12) Max Uplift 3=-6(LC 1), 2=-230(LC 12), 4=-19(LC 1) Max Grav 3=25(LC 12), 2=179(LC 1), 4=50(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; porch left and right exposed;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 6 lb uplift at joint 3, 230 lb uplift at joint 2 and 19 lb uplift at joint 4. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. D'Regan PE No.58126 MiTek USA, Inc. FL Cart 6834 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. SA 9/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is4or 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 Not building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVl is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek* fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPH Quality Criteria, DSB49 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 FOLEY T24260D03 77363 AA Jack -Open 1 1 Job Reference (optional) Chambers I cuss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:20 2021 Page 1 ID: NRwBsubNlflvWHZitmA3hgzYRCF-ZoRUtuQZEsHpFUGtm UHfQcVhzHYwm HmoylO9MUz8OKn -1-6-0 1-0-0 1-6-0 1-0-0 Scale = 1:7.1 m 6 0 4 6 1-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MP WmcI(LL) -0.00 5 >999 240 Weight: 6 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-3-0, 4=Mechanical Max Horz 2=75(LC 12) Max Uplift 3=-6(LC 1), 2=-229(LC 12), 4=-19(LC 1) Max Grav 3=25(LC 12), 2=179(LC 1), 4=50(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 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 6 lb uplift at joint 3, 229 lb uplift at joint 2 and 19 lb uplift at joint 4. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE N0.56126 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33810 Date: June 9,2021 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NIITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply FOLEY T24260004 77363 J3 Jack -Open 20 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:21 2021 Page 1 ID: NRwBsubNlflvWHzitmA3hgzYRCF-1_?s5ERB?APgser3KBpuypl sjhptVk?yAOmjuwz8OKm 3-0-0 Scale = 1:11.3 3-0-0 3-0-0 Plate Offsets (X,Y)— f2:0-0-10,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=120(LC 12) Max Uplift 3=-59(LC 12). 2=251(LC 12), 4=-47(LC 9) Max Grav 3=59(LC 1), 2=210(LC 1), 4=49(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 2-11-4 zone; porch left and right exposed;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 59 lb uplift at joint 3, 251 lb uplift at joint 2 and 47 lb uplift at joint 4. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. D'Rogan PE No.68126 MiTek USA Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Data: June 9,2021 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NIITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only wfth MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not L�-l`•��iYrtGq 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 BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply FOLEY T24260005 77363 J3A Jack -Open 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:21 2021 Page 1 ID:NRwBsubNlflvWHZitmA3hgzYRCF-1_?s5ERB?APgser3KBpuypl sjhrBVk?yAOmjuwz8OKm 1-0i 0 3-0-0 Scale = 1:11.3 3-M 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.00 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Wind(LL) -0.01 4-7 >999 240 Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-3-0, 4=Mechanical Max Horz 2=120(LC 12) Max Uplift 3=-48(LC 12), 2=-193(LC 12) Max Grav 3=61(LC 17). 2=21 O(LC 1), 4=49(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 2-11-4 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 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 48 lb uplift at joint 3 and 193 lb uplift at joint 2. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. ORegan PE No.58126 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 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 pal building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type Qty Ply FOLEYT24260006 rJ..ksOpen 77363 J5 18 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:22 2021 Page 1 ID:NRwBsubNlflvWHZitmA3hgzYRCF-VBZElaRgmTXXUoPGtuK7V1 axL53UEBF5P2VGQMz8OKl 1 6-0 5-0-0 5-0-0 5-0-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.02 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.06 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Wind(LL) 0.07 4-7 >873 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=166(LC 12) Max Uplift 3=-102(LC 12), 2=-210(LC 12), 4=-2(LC 12) Max Grav 3=114(LC 17), 2=276(LC 1), 4=87(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:15.4 0 6 N PLATES GRIP MT20 244/190 Weight: 18 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 4-11-4 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 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint 3, 210 lb uplift at joint 2 and 2 lb uplift at joint 4. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cen 6634 6904 Parke East Blvd. Tampa FL 33810 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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing {� p is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1 V IiTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/f Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610 Job Truss TruJ5B Truss Type Qty Ply FOLEY T24260007 77363 Jack -Open 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:23 2021 Page 1 ID:NRwBsubNlflvWHZitmA3hgzYRCF-zN7cVwSSXnfO6y_SRcrM1 E7CmVTIzeVEeiFgypz8OKk 1 6 0 4-8-0 5-0-0 ' 11 4-8-0 0-4-0 Scale = 1:15.4 0 d 6 ' 4-8-0 4-8-0 5-0-0 0-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.01 7-10 >999 360 MT20 244/190 TCDL , 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.02 7-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MR Wind(ILL) 0.02 7-10 >999 240 Weight: 21 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=166(LC 12) Max Uplift 4=-24(LC 17), 2=21 O(LC 12), 5=-136(LC 12) Max Grav 4=32(LC 12), 2=276(LC 1), 5=197(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 3-6=-206/382 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 4-11-4 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 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 24 lb uplift at joint 4, 210 lb uplift at joint 2 and 136 lb uplift at joint 5. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: June 9,2021 A WARNING -Verity 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. Addftional temporary and permanent bracing tYliTeka 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 FOLEY T24260008 77363 J5C Jack -Open 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982. 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:24 2021 Page 1 I D: N RwB su bN Ifly W HZitmA3hgzYRC F-RZh?jGT415n Fj 5Ze?J M baSfGE ulii 510s M_N VFz80 Kj -1-6-0 2-8-0 5-0-0 ' 1-6-0 ' 2-8-0 2-4-0 Scale = 1:15.4 0 d N O d 6 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.04 6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.08 6 . >742 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.06 5 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix -MR Wind(LL) 0.12 6 >514 240 Weight: 19 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=166(LC 12) Max Uplift 4=-80(LC 12), 2=21O(LC 12), 5=-24(LC 12) Max Grav 4=101(LC 17), 2=277(LC 1), 5=80(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when sown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 4-11-4 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 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 80 lb uplift at joint 4, 210 lb uplift at joint 2 and 24 lb uplift at joint 5. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 66U 6904 Parke East Blvd. Tampa FL 33610 Date: June 9,2021 -- WARNING - Verify 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Val' 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 ANSI/71P11 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 FOLEY T24260009 77363 J5D Jack -Open 1 1 Job Reference (optional) Ghambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:25 2021 Page 1 I D: NRwBsubNlflvWHZitmA3hgzYRCF-vm FNwcUi3Ov6LF8rZ1 tg7fCaj l6LRX?X50kwl hz8OKi 2-8-0 5-0-0 2-8-0 2-4-0 Scale = 1:14.9 3x4 = i 2-8-0 5-0-0 ' 2-8-0 2-4-0 Plate Offsets (X,Y)— [2:0-2-8,0-2-3) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.04 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.08 5 >763 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.05 4 n/a n/a BCDL 10.0 Cade FBC2020/rP[2014 Matrix -MR Wlnd(LL) 0.11 5 >541 240 Weight: 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) 1=0-8-0, 3=Mechanical, 4=Mechanical Max Horz 1=113(LC 12) Max Uplift 1=-76(LC 12), 3=95(LC 12), 4=-29(LC 12) Max Grav 1=184(LC 1). 3=114(LC 17), 4=76(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES. 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-0-0 to 3-0-0, Interiof(1) 3-0-0 to 4-11-4 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 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 76 lb uplift at joint 1, 95 lb uplift at joint 3 and 29 lb uplift at joint 4. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Rogan PE No.68126 MiTek USA, Inc. FL Cart 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 10II-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall p �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 ANS//fPli Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty 77363 J5P JACK -OPEN 2 7PIyFOLEYT24260010 Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 1-6-0 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:28 2021 Page 1 ID: NRwBsubNlflvWHZitmA3hgzYRCF-KLwVZd WaMJ HgCjtPE9RXklg5TWBceukzn_ZaeOzBOKf Scale = 1:15.4 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020rrPI2014 CSI. TC 0.38 BC 0.41 WB 0.00 Matrix -MP DEFL. in (loc) I/deft Ud Vert(LL) 0.13 4-7 >441 240 Vert(CT) -0.04 4-7 >999 240 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 19 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=166(LC 12) Max Uplift 3=-116(LC 12). 2=308(LC 12), 4=-87(LC 12) Max Grav 3=108(LC 1), 2=276(LC 1), 4=84(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-4-3, Interior(1) 1-4-3 to 4-11-4 zone; porch left and right exposed;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 116 lb uplift at joint 3, 308 lb uplift at joint 2 and 87 lb uplift at joint 4. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 9,2021 A WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,1II-7473 rev. 5/19.r2020 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 iw 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/17P11 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 FOLEY T24260011 77363 J7 Jack -Open 12 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:30 2021 Page 1 ID: NRwBsubNlflvWHZitmA3hgzYRCF-Gj2GzJYruxYOR01 oLaT?gjv05Jt26oEGFIShivz8OKd 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.08 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.17 4-7 >478 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix -MP Wind(LL) 0.17 4-7 >479 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=212(LC 12) Max Uplift 3=-154(LC 12), 2=-235(LC 12), 4=-7(LC 12) Max Grav 3=165(LC 17), 2=346(LC 1), 4=125(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:19.9 PLATES GRIP MT20 244/190 Weight: 24 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 6-11-4 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 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 154 lb uplift at joint 3, 235 lb uplift at joint 2 and 7 lb uplift at joint 4. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. PhilipJ. ORegan PE No.58126 MiTek USA, Inc. FL Cart 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 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 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 FOLEY T24260012 77363 JB3 Jack -Open 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:31 2021 Page 1 ID: NRwBsubNlflvWHZitmA3hgzYRCF-kwceBfYTfEgF3Ab_vH_EMwSaBjGDrFU QUyBFELz80KC i -1-6-0 3-0-0 1-6-0 3-0-0 Scale = 1:11.3 2-7-4 0-4-6 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.00 8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) -0.00 8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20201TPI2014 Matrix -MP Wind(LL) -0.00 8 >999 240 Weight: 12 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. All bearings Mechanical except Gt=length) 2=0-5-13, 5=0-2-3. (lb) - Max Horz 2=120(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 3, 4, 5 except 2=-195(LC 12) Max Grav All reactions 250 lb or less at joint(s) 3, 2, 4, 5 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 2-11-4 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 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 at joint(s) 5. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4, 5 except Gt=lb) 2=195. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Rogan PE No.56126 MiTek USA, Inc. FL Cert 6634 6604 Parke East Blvd. Tampa FL 33610 Date: June 9,2021 WARNING - VeHfy design parameters and READ NOTES ON THIS AND INCLUDED IvIITEK REFERENCE PAGE frill-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 Inv 11' building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Type Qty Ply FOLEY ]Truss T24260013 77363 JC5 Jack -Open 3 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:33 2021 Page 1 ID: N RwBsubNlfivWHZitmA3hgzYRCF-glkOcLajAswzIUIN1 iOiRLXgoXol J9JxGgLJEz8OKa 1 6-0 2-2-0 5-0-0 1-6-0 2-2-0 2-10-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.04 3 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.07 3-5 >849 240 BCLL 0.0 Rep Stress Incr YES W3 0.00 Horz(CT) -0.05 5 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix -MR Wind(LL) 0.10 3-5 >588 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=166(LC 12) Max Uplift 4=-85(LC 12), 2=-210(LC 12), 5=-19(LC 12) Max Grav 4=104(LC 17), 2=276(LC 1). 5=81(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:15.4 7 0 of 0 PLATES GRIP MT20 244/190 Weight: 19 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW'RS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 4-11-4 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 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) 4, 5 except (jt=lb) 2=210. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. YRogan PE No.56126 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!19l2020 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 ANSI1TPI1 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 FOLEY TJC T24260014 77363 Jack -Open 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:34 2021 Page 1 ID: NRwBsubNlflvWHZitmA3hgzYRCF-9VHnphbLx92gweKZaQXx_Z46WwFX2ccsAwQvrgz8OKZ -1-6-0 4-8-0 7-0-0 ' 1-6-0 ' 4-8-0 2-4-0 Scale = 1:19.4 3x4 = 4-8-0 4-8-0 Plate Offsets (X,Y)— 13:0-3-11,0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.35 Vert(LL) -0.09 6-13 >949 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.20 6-13 >426 240 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.07 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Wind(ILL) 0.20 6-13 >413 240 Weight: 29 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=212(LC 12) Max Uplift 4=-125(LC 12), 2=-227(LC 12), 5=-29(LC 12) Max Grav 4=153(LC 17), 2=374(LC 1), 5=154(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 6-11-4 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 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) 5 except Qt=lb) 4=125,2=227. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. ORagan PE No.68126 MiTek USA, Inc. FL Cert 6834 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 p �� building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Adtlitional temporary and permanent bracing IV IiTek• 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 ANS11rPI1 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 Qty Ply FOLEY FJACK-TOPEN T24260015 77363 JU1 4 1 Job Reference (optional) Chambers I russ, Port Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:35 2021 Page 1 ID: NRwBsubNlflvWHZitmA3hgzYRCF-dhr9l l bziTAhYovm873AXmdFBKbzn3T?Oa9SN6z8OKY i -1-6-0 1-0-0 ' 1-6-0 1-0-0 Scale = 1:7.1 n 5.00 12 d 2 0 4 6 4 1 3x4 = PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HORZ. REACTIONS SPECIFIED BELOW. 1-0-0 1-0-0 Plate Offsets (X,Y)-- [2:0-0-2,0-0-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.00 7 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.00 7 n/r. 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Weight: 6lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 4=Mechanical Max Horz 3=-553(LC 12), 4=629(LC 12) Max Uplift 3=-193(LC 12) Max Grav 3=154(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1210/426 BOT CHORD 2-4=-421/1261 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone; cantilever left exposed ;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) 3=193. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No,58126 MiTek USA, Inc. FL Cart 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 NIII-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 �e building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing A is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek* fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?Pl1 Qualify 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 FOLEY T24260016 77363 K Common 6 1 Job Reference o tional Ghambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:36 2021 Page 1 ID: NRwBsubNlflvWHZitmA3hgzYRCF-5tPXEMccTn IY9xUyiraP3_9STkyLWVg9dEvOwZz8OKX 1 6-0 7-0-0 14-0-0 15-6-0 1 6 0 7-0-0 7-0-0 1.6-0 4x6 = 3x4 = 20 II 3x4 = Scale = 1:27.3 Io 7-0-0 14-0-0 7-0-0 7-0-0 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 0.38 Vert(LL) -0.06 6-9 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.12 6-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(ILL) 0.09 6-12 >999 240 Weight: 52 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-5-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 4=0-3-0 Max Horz 2=-11O(LC 10) Max Uplift 2=-398(LC 12), 4=398(LC 12) Max Grav 2=599(LC 1), 4=599(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-816/767, 3-4=-816/767 BOT CHORD 2-6=-499/696, 4-6=499/696 WEBS 3-6=-60/320 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 7-0-0, Exterior(2R) 7-0-0 to 10-0-0, Interior(1) 10-0-0 to 15-6-0 zone;C-C for members and forces & MWFRS for reactions shown; 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) 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. This Item has been 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=398, 4=398. electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 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 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 ANSI1TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Qty Ply FOLEY ]T,_us_sT,,e T24260017 77363 K1 Common 4 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:36 2021 Page 1 ID: NRwBsubNlflvWHZitmA3hgzYRCF-5tPXEMccTnIY9xUyiraP3_9RDkxsWVpgdEvOwZz8OKX 1-0-0 7-M 14-0-0 1-6-0 7-0-0 7-0-0 4x6 = 4x4 = — Scale = 1:24.8 4x4 = Io LOADING (psf) TCLL 20.0 TCDL 7.0 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 0.40 BC 0.32 WB 0.12 Matrix -MS DEFL. in (loc) I/defl L/d Vert(LL) -0.07 5-8 >999 360 Vert(CT) -0.13 5-8 >999 240 Horz(CT) 0.01 4 n/a n/a Wind(LL) 0.10 5-8 >999 240 PLATES GRIP MT20 244/190 Weight: 50 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-6-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=0-3-0, 2=0-8-0 Max Horz 2=109(LC 11) Max Uplift 4=-277(LC 12), 2=-405(LC 12) Max Grav 4=514(LC 1), 2=603(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-831/792, 3-4=829/811 BOT CHORD 2-5=-605/710, 4-5=605/710 WEBS 3-5=-81/322 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 7-0-0, Exterior(2R) 7-0-0 to 10-0-0, Interior(1) 10-0-0 to 14-0-0 zone;C-C for members and forces & MWFRS for reactions shown; 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) 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. This Item has been 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=277, 2=405. electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. VRagan PE No.68126 MiTek USA, Inc. FL Cart 8834 6904 Parke East Blvd. Tampa FL 33810 Date: June 9,2021 ®WARNING - Vedry design parameters and READ NOTES ON THIS AND INCLUDED IvIITEK 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 p /g� building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing IV I 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/rPl1 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 FOLEY T24260018 77363 K2 Common 1 1 Job Reference (optional) Chambers I russ, r-on tierce, FL - 34UMe, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:37 2021 Page 1 ID: NRwBsubNlflvWHZitmA3hgzYRCF-Z3zvRidE E4QPn538GY5ecBidC8IaFy4lsueZS?z8OKW -1-6-0 7-0-0 14-0-0 15E-0 1-6-0 7-0-0 7-0-0 1I 46 = 3x4 = Lx3 II 3x4 = Scale = 1:27.3 Io 7-0-0 14-0-0 7-0-0 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.06 6-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.12 6-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Wind(LL) 0.09 6-12 >999 240 Weight: 52 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-5-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 4=0-8-0 Max Horz 2=-11O(LC 10) Max Uplift 2=-398(LC 12), 4=-398(LC 12) Max Grav 2=599(LC 1), 4=599(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-816/767, 3-4=-8161767 BOT CHORD 2-6=-499/696, 4-6=-499/696 WEBS 3-6=-60/320 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) -1-6-0 to 1-6-0, Interior(1) 1-6-0 to 7-0-0, Exterior(2R) 7-0-0 to 10-0-0, Interior(1) 10-0-0 to 15-6-0 zone;C-C for members and forces & MWFRS for reactions shown; 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) 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. This Item has been 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=398, 4=398. electronically Signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.68126 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 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A�' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSUTP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply FOLEY T24260019 77363 KJ3 Diagonal Hip Girder 1 1 Job Reference (optional) � r�. nnicn, r� - oy�oc, 0.4311 s May 1Z ZuZ1 MI I eK Industries, Inc. I ue Jun 8 09:10:38 2021 Page 1 ID:NRwBsubNlflvWHZitmA3hgzYRCF-1GXHf2es?OYGPFeKpGct8PFquYgm QDS5YO6_Rz8OKV -2-1-7 24-10 4-2-3 2-1-7 2-4-10 1-9-9 Scale: 1"=1' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.04 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.04 4-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2020(TPI2014 Matrix -MP Weight: 16 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-10-15, 4=Mechanical Max Horz 2=119(LC 24) Max Uplift 3=-61(LC 8), 2=-284(LC 8) Max Grav 3=74(LC 1), 2=260(LC 1), 4=69(LC 23) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; 8=45ft; L=2411t; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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) 3 except (jt=lb) 2=284. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 111 lb down and 66 lb up at 1-6-1, and 111 lb down and 66 lb up at 1-6-1 on top chord, and 48 lb down and 48 lb up at 1-6-1, and 48 lb down and 48 lb up at 1-6-1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) 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=54, 4-5=-20 Concentrated Loads (lb) Vert: 9=57(F=28, 5=28) This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No,58126 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 9,2021 WARNWG -Verify desiyn parameters and READ NOTES ON THIS AND INCLUDED NIITEK 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 MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply FOLEY T24260020 77363 KJS DIAGONAL HIP GIRDER 7 1 Job Reference (optional) t.ndnweib I rubs, Fort Pierce, rL - s4ao/, 8.430 s May 12 2021 MITek Industries, Inc. Tue Jun 8 09:10:39 2021 Page 1 ID:NRwBsubNlflvWHZitmA3hgzYRCF-VS5gsOfUmig61PDXNz76hcnzQx VjtTbJC7gXtz8OKU -2-1-7 3-9-9 7-0-2 2-1-7 3-9-9 3-2-9 Scale = 1:17.6 SX4 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 0.33 Vert(LL) 0.22 4-7 >378 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.15 4-7 >562 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix -MP Weight: 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-10-15, 4=Mechanical Max Horz 2=165(LC 8) Max Uplift 3=-156(LC 8), 2=457(LC 8), 4=-122(LC 5) Max Grav 3=154(LC 1). 2=348(LC 1), 4=117(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch 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) 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) 3=156, 2=457, 4=122. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 111 lb down and 66 lb up at 1-6-1. 111 lb down and 66 Ito up at 1-6-1, and 37 lb down and 73 lb up at 4-4-0, and 37 lb down and 73 lb up at 4-4-0 on top chord, and 104 lb down and 48 lb up at 1-6-1, 104 lb down and 48 lb up at 1-6-1, and 17 lb down and 4 lb up at 4-4-0, and 17 lb down and 4 lb up at 4-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) 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=-54, 4-5=-20 Concentrated Loads (lb) Vert: 10=57(F=28, B=28) 11=-8(F=-4, B=-4) This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.66126 MTek USA, Inc. FL Cart 66U 6904 Parke East Blvd. Tampa FL 3361D Date: June 9,2021 WARNING - Verify design parareters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. ' Design valid for use only with Mi'rekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• Is 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 ANSUPP11 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 Ply �_OYty T24260021 77363 KJ7 Diagonal Hip Girder 1 7FOLEY ob Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:41 2021 Page 1 ID: NRwBsubNlflvWHZitmA3hgzYRCF-SrCOH4gklJwgGjMvVO9am 1 sLplfkBiUun WCmbmz8OKS -2-1-7 5-2-9 9-10-1 2-1-7 5-2-9 4-7-8 Scale = 1:22.6 3x4 = —._ „ 3x4 = 5-2-9 9-10-1 5-2-9 4-7-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.21 Vert(LL) -0.05 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.07 6-7 >999 240 BCLL 0.0 Rep Stress [nor NO WB 0.35 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MS Weight: 42 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-10-15, 5=Mechanical Max Horz 2=211(LC 8) Max Uplift 4=-120(LC 8). 2=-447(LC 8), 5=-202(LC 8) Max Grav 4=126(LC 1), 2=480(LC 1), 5=315(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-805/537 BOT CHORD 2-7=-609/744, 6-7=-609/744 WEBS 3-7=-96/267.3-6=-792/648 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-3-11 cc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 (jt=lb) 4=120, 2=447, 5=202. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 111 lb down and 66 lb up at 1-6-1. 111 lb down and 66 lb up at 1-6-1, 37 lb down and 73 lb up at 4-4-0, 37 lb down and 73 lb up at 4-4-0, and 129 lb down and 125 lb up at 7-1-15, and 129 lb down and 125 lb up at 7-1-15 on top chord, and 48 lb down and 48 lb up at 1-6-1, 48 lb down and 48 lb up at 1-6-1, 17 lb down and 55 lb up at 4-4-0, 17 lb down and 55 lb up at 4-4-0, and 43 lb down and 17 lb up at 7-1-15, and 43 lb down and 17 lb up at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) 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: 1-4=54, 5-8=20 Concentrated Loads (lb) Vert: 13=-71(F=-36, B=-36) 14=57(F=28, B=28) 15=-8(F=-4, 13=4) 16=-60(F=-30, B=-30) This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.68126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 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 �e 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 ANS11TPII 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 KJA5 Diagonal Hip Girder 1 �PlyJFOLEYT2426002277363 Reference o tional unamoers truss, tort Pierce, PL - 34y62, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:42 2021 Page 1 ID: N RwBsubNlflvWHZitmA3hgzYRCF-SrCQH4gkIJwgGjMvVO9am 1 sJwlfzBnyunWcmblzBOKS -2-1-7 3-9-9 7-0-2 2-1-7 3-9-9 3-2-8 3x4 = LOADING (psf) SPACING- 2-0 0 CSI. DEFL. in (loc) I/deft Lid TOLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.12 4-7 >687 240 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.18 4-7 >461 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix -MP Scale = 1:17.6 PLATES GRIP MT20 244/190 Weight: 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-3-8, 4=Mechanical Max Horz 2=165(LC 8) Max Uplift 3=-138(LC 8), 2=338(LC 8), 4=-31(LC 5) Max Gram 3=154(LC 1), 2=348(LC 1), 4=117(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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) 4 except Qt=lb) 3=138,2=338. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 111 lb down and 66 lb up at 1-6-1, 111 lb down and 66 lb up at 1-6-1, and 101 lb down and 62 lb up at 4-4-0, and 37 lb down and 73 lb up at 4-4-0 on top chord , and 48 lb down and 48 lb up at 1-6-1, 48 lb down and 48 lb up at 1-6-1, and 28 lb down at 4-4-0, and 17 lb down and 55 lb up at 4-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) 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 (pit) Vert: 1-3=-54, 4-5=20 Concentrated Loads (lb) Vert: 10=57(F=28, B=28) 11=-8(F=-4, B=-4) This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. PhilipJ. O'Regan PE No.68126 MiTek USA, Inc. FL Cart 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 5119/2020 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 MiTek* building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing IV IiTeke is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PIf 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 FOLEY T24260023 77363 KJC7 DIAGONAL HIP GIRDER 2 1 Job Reference (optional) uss, Inc., ron tierce, M 6.431) s Apr z9 zuz1 MI I ex mausines, Inc. wea Jun 9 09:4/:06 ZDZ1 Page 1 ID:NRwBsubNlflvWHZitmA3hgzYRCF-I1 B_MVStAKgITX7mzXPRcPBegjtTgkOx2?hlwPz83aZ -2-1-7 3-2-14 3-S 2 6-5-11 8-0-2 9-10-1 2-1-7 3-2-14 0-5.4 2-9-9 1-6-7 1-9-15 Scale = 1:22.8 V 4 6x8 = LOADING (psf) TCLL 20.0 TCDL 7.0 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 0.34 BC 0.45 WB 0.42 Matrix -MS DEFL. in (loc) I/deft Ud Vert(LL) 0.07 6-7 >999 240 Vert(CT) -0.08 6-7 >999 240 Horz(CT) 0.03 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 45 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-15 oc purlins. BOT CHORD 2x4 SP M 30 *Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 4-8: 2x4 SP No.3 10-0-0 oc bracing: 6-7. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=97/Mechanical, 6=73/Mechanical, 9=1097/0-11-5 Max Harz 9=211(LC 8) Max Uplift 5=-78(LC 5), 6=-35(LC 5). 9=1394(LC 8) Max Grav 5=97(LC 1), 6=103(LC 3), 9=1097(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1578/1158, 3-13=-271/140, 4-13=-269/147 BOT CHORD 2-15=-1069/1568, 9-15=-1069/1568, 4-7=-158/261 WEBS 3-7=-1224/1092, 3-9=-641/672, 7-9=-1066/1315 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left 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) 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 78 lb uplift at joint 5, 35 lb uplift at joint 6 This item has been and 1394lb uplift at joint 9. electronically signed and 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2 lb down and 62 lb up at 4-4-0, sealed by ORegan, Philip, PE 6 lb down and 73 lb up at 4-4-0, and 32 lb down and 102 lb up at 7-1-15, and 9 lb down and 95 lb up at 7-1-15 on top chord, and a Digital Signature. using g g 126 lb down and 220 lb up at 1-6-1, 126 lb down and 220 lb up at 1-6-1, 100 lb up at 4-4-0, 4 lb down and 55 lb up at 4-4-0, and 43 Printed this lb down and 40 lb up at 7-1-15, and 164 lb down and 165 lb up at 7-1-15 on bottom chord. The design/selection of such connection copies of device(s) is the responsibility of others. document are not Considered 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). signed and sealed and the signature must be verified LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 on any electronic copies. Uniform Loads (plf) Philip J. O'Regan PE No.68126 Vert: 1-5=54, 8-10=20, 6-7=20 MiTek USA, Inc. FL Cart 6634 Concentrated Loads (lb) 69D4 Parke East Blvd. Tampa FL 33610 Vert: 14=-23(F) 15=252(F=126, B=126) 16=53(F=4, B=58) 17=208(F=43, B=164) Date: June 9,2021 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,1II-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 MiTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job s Truss Type Oty Ply FOLEY FMV2 T24260024 77363 Valley 3 1 Job Reference (optional) unamoers t cuss, Fort Hlerce, t-L - J4VUZ, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:45 2021 Page 1 ID: NRwBsubNlflvWHZitmA3hgzYRCF-KcSx7RjFLYRGIKghkEE V VM13?MSY7ayUi7a_kXz8OKO 2-0.0 2 0.0 song 3x4 Scale = 1:6.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a file BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=2-0-0, 2=2-0-0, 3=2-0-0 Max Harz 1=29(LC 12) Max Uplift 1=-20(LC 12), 2=36(LC 12) Max Grav 1=47(LC 1), 2=35(LC 17), 3=25(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 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) Gable requires continuous bottom chord bearing. 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. VRegan PE No.56126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 9,2021 ® WARNING - Venfy 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 Ar building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 V IiTek• 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 FOLEY T24260D25 77363 MV4 Valley 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 3x4 LOADING (psf) SPACING- 2-0-0 CS1. TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 TCDL 7.0 Lumber DOL 1.25 BC 0.19 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2020/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (size) 1=4-0-0, 3=4-0-0 Max Horz 1=72(LC 12) Max Uplift 1=-49(LC 12), 3=78(LC 12) Max Grav 1=116(LC 1). 3=116(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:46 2021 Page 1 ID:NRwBsubNlflvWHZitmA3hgzYRCF-ooOJKnkt6rZ7MUFtHxIIT5a8ym0Es1 BdwnKXGzz8OKN 4-0-0 2 3x4 11 Scale = 1:11.1 DEFL. in (loc) I/defl Lid PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(CT) n/a n/a 999 Horz(CT) 0.00 n/a n/a Weight: 13 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 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) Gable requires continuous bottom chord bearing. 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) 1, 3. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.68126 MiTek USA, Inc. FL Cart 6634 69D4 Parke East Blvd. Tampa FL 3381D, Date: 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 1t'� building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 V IiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and 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 FOLEY T24260026 77363 MV6 Valley 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:47 2021 Page 1 ID: NRwBsubNlflvWHZitmA3hgzYRCF-G?ahY71Vt9h_eg3rfG_016MCAIebSRm9R35pQz8OKM 6-0-0 6-0-0 3x4 2x3 11 3x4 II 3x4 II Scale = 1:15.7 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020rrP12014 CSI. TC 0.28 BC 0.12 WB 0.13 Matrix-P DEFL. in (loc) I/deft L/d Vert(LL) file n/a 999 Vert(CT) n/a n/a 999 Horz(CT) 0.00 file n/a PLATES GRIP MT20 244/190 Weight: 21 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=6-0-0, 4=6-0-0, 5=6-0-0 Max Horz 1=118(LC 12) Max Uplift 4=-57(LC 12), 5=162(LC 12) Max Grav 1=56(LC 1), 4=84(LC 17), 5=240(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-233/432 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 5-10-4 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) Gable requires continuous bottom chard bearing. 4) This truss has been designed for a 10.0 pet 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) 4 except (It=lb) 5=162. This item has been signed and _electronically sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 9,2021 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEY. REFERENCE PAGE MI1i473 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 �� iTek• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ivi fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply FOLEY T24260027 77363 MVB Valley 1 1 Job Reference (optional) Chambers I russ, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:47 2021 Page 1 ID: NRwBsubNlflvWHZitmA3hgzYRCF-G?ahY71Vt9h_eg3rfG_016JNAj1 bS9m9R35pQz8OKM 8-0-0 3x4 11 Scale = 1:20.3 5 4 3x4 2x3 II 3x4 II LOADING (psf) TCLL 20.0 TCDL 7.0 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 0.46 BC 0.22 WB 0.15 Matrix-P DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/deft L/d n/a n/a 999 n/a n/a 999 0.00 n/a n/a PLATES GRIP MT20 2441190 Weight: 29 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=8-0-0, 4=8-0-0, 5=8-0-0 Max Horz 1=163(LC 12) Max Uplift 4=-76(LC 12), 5=225(1_C 12) Max Grav 1=85(LC 1). 4=112(LC 17), 5=333(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=285/129 WEBS 2-5=-291/492 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-8-12 to 4-0-0, Interior(1) 4-0-0 to 7-10-4 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chard 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) 4 except (jt=lb) This item has been 5=225. electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No,58126 MiTek USA, Inc. FL Cart 6634 6904 Padre East Blvd. Tampa FL 33610 Date: June 9,2021 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE h111-7473 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 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 Type Qty ]Truss MV10 Valley ]-PlyTFOLEYT77363 Reference (optional) unambers I runs, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:44 2021 Page 1 ID: NRwBsubNlflvWHZitmA3hgzYRCF-sQuZv5idbEIP7A5UAWj HOgUmrygZO5MKTTrRC5z8OKP 3x4 11 3x4 s*-' 2x3 II 43x4 II Scale = 1:25.3 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2020rrP12014 CSI. TC 0.61 BC 0.33 WB 0.15 Matrix-S DEFL. in (loc) I/deft L/d Vert(LL) n/a n/a 999 Vert(CT) n/a n/a 999 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 2441190 Weight: 37 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=10-0-0, 4=10-0-0, 5=10-0-0 Max Horz 1=209(LC 12) Max Uplift 4=-100(LC 12), 5=276(LC 12) Max Grav 1=121(LC 1), 4=147(LC 17), 5=410(LC 17) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-292/132 WEBS 2-5=-326/504 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Dpsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 9-10-4 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) Gable requires continuous bottom chord bearing. 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 tali 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) 4 except (jt=lb) This item has been 5=276. electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.68126 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 9,2021 A WARNING - Venfy 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 vedfy the applicability of design parameters and properly incorporate this design into the overall �a building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 FOLEY T24260029 77363 MV12 Valley t 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982. 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:44 2021 Page 1 ID: NRwBsubN IflvWHZitmA3hgzYRCF-sQuZv5idbEIP7A5UAWjHOgUgfye705BKTTrRC5z8OKP 12-0-0 12-0-0 3x4 11 3x4 i 5 4 2x3 11 3x4 I I Scale = 1:29.8 LOADING (psf) TCLL 20.0 TCDL 7.0 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. TIC 0.37 BC 0.49 WB 0.16 Matrix-S DEFL. in Vert(LL) n/a Vert(CT) n/a Horz(CT) -0.00 (loc) I/defl Ud n/a 999 n/a 999 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 45 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (size) 1=12-0-0, 4=12-0-0, 5=12-0-0 Max Horz 1=255(LC 12) Max Uplift 4=-119(LC 12), 5=339(LC 12) Max Grav 1=149(LC 1), 4=176(LC 17), 5=501(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=322/148, 3-4=130/253 WEBS 2-5=371/542 NOTES- 1) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 11-10-4 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) Gable requires continuous bottom chord bearing. 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 Ib uplift at joint(s) except Qt=lb) This item has been 4=119, 5=339. electronically signed and sealed by DRegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.68126 MiTek USA, Inc. FL Cart 6634 6804 Parke East Blvd. Tampa FL 33610 Date: June 9,2021 ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51192020 BEFORE USE. Design valid for use only with Mi rek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall nil" building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Saferylnformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type Oty Ply FOLEY JTruss T24260030 77363 V4 Valley 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL - 34982, 8.430 s May 12 2021 MiTek Industries, Inc. Tue Jun 8 09:10:48 2021 Page 1 ID: N RwBsubNlflvV4HZitmA3hgzYRCF-kB831Tm7eTprcnP FPMoDYVWZ3a4fKxhwO5peLsz8OKL r 2-0-0 4-0-0 2-M 2-M 3x6 = Scale = 1:7.5 5.o0 12 1 3x4 � 3x4 4-0-0 4-0-0 Plate Offsets (,)-- [2:0-3-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.15 Vert(LL) file n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight: 10 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-0-0, 3=4-0-0 Max Horz 1=-16(LC 10) Max Uplift 1=-52(LC 12), 3=52(LC 12) Max Grav 1=94(LC 1),3=94(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2E) zone;C-C for members and forces & MWFRS for reactions shown; 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Philip J. O'Regan PE No.58126 MiTek USA, Inc. FL Cent 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 MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Sufte 203 Waldorf, MD 20601 Tampa, FL 36610 Symbols NumberMq System A Genera0 Safety Notes PLATE LOCATION AND ORIENTATION 3/ ' Center plate on joint unless x, y 4 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 orX-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 bracing, Tor I 4 may require or alternative 0 WEBS Doff 0 �� 3 bracing should be considered. 3. Never exceed the design loading shown and never = O 0 stack materials on inadequately braced trusses. a " O 4. Provide copies of this truss design to the building 0 EL 0 designer, erection supervisor, property owner and For 4 x 2 orientation, locate c�-e c6-� cs-s F all other interested parties. plates 0- 'lid' from outside P BOTTOM CHORDS 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 ANSIrrPI 1. required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 7. Design assumes trusses will be suitably protected from connector plates. THE LEFT. the environment in accord with ANSIrrPI 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. 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 ER-3907, ESR-2362, ESR-1397, ESR-3282 11. Plate type, size, orientation and location dimensions the length parallel t0 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, section 6.3 These truss designs rely on lumber values or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior Indicates location where bearings approval of an engineer. (supports) occur. Icons vary but 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: 19. Review all portions of this design (front, back, words ANSI/TPI1: National Design Specification for Metal and pictures) before use. Reviewing pictures alone is not sufficient. Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. 20. Design assumes manufacture in accordance with BCSI: Building Component Safety Information, MiTek 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: MII-7473 rev. 5/19/2020 or other loads other than those expressly stated.