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=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. DON'T LIFT TRUSSES WITH SPANS LONGER THAN 30' BY THE PEAK. CONSULT BCSI 30' Sp n or less 60 degrees or less Tag line F1/2 span 0 approx. REFER TO BCSI Truss must be set this way W crene is used. Truss is an example, your truss may not match. Insist crane operator sets truss this way. Tag line-APW'ox 2/3 to 10 1/2 of Span. REFER TO BCSI Truss must be set this way V crane is used. Truss is an example, your truss may not match. Insist crane operator sets truss this way. All load bearing walls, headers, beams, & lintels must be in place at indicated height before trusses are installed. • • 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. ! WARNING e¢! 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. SEAT PLATES BY CHAMBERS TRUSS OJI ,REPRESENTS A HANGER ,y Do not stand on trusses until they are braced per BCSI & properly nailed to straps and hangers I! HIP CARRIER LOCATED AS DIMENSIONED ON LAYOUT �y CORNDERJACKS ARE NOT BEVELED r SEE STANDARD rc U w ENGINEERING. pZ'� NOO N 24" O.C. THRU CORNERJACKS ONLY _, _ 24" 1-1/1 CORNER DETAIL OVERHANGS NOT SHOWN FOR CLARITY HANGER SCHEDULE - USE HUS26 FOR 2X4, SUH46 FOR 4X2 EXCEPT AS SHOWN CARRIED CARRYING HANGER ID FASTENER FOR I FASTENER FOR TRUSS TRUSS CARRIED TRUSS CARRYING TRUSS 'Please refer to Standard Engineering package for general instuction on installing hangers 1Dd=0.148" x 3" 16d=0.162" x 3 1/2" 12 5F- 4-01 —_-� 2.5 2-00-00 12 SQUARE CUT END 2X4 TOP CHORD WALL HEIGHT 8'-1" END DETAIL: TYPICAL FABRICATION AGREEMENT TRUSSES CANNOT RF 9TARTFn IINTII TI-IIC AGGPFt„1FAIT IC QV3MCn a ocn JDKJCn The undersigned acknowledges and agrees: 1. Trusses will be made in strict accordance with this truss placement diagram layout, which is the sole authority for determining successful fabrication of the trusses. 2. All dimensions in this layout have been verged by the undersigned. 3. Unless written notice is provided by certified mail to Chambers Truss within ten (10) days of delivery the undersigned agrees that no backcharges will be allowed. In the event such written notice is furnished Chambers Truss' shall 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 "BCSI" 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 responsible to Chambers Truss for towing costs due to site conditions. 6. Price as shown in paragraph 7 below is subject to change if any changes are made in this layout. A $50 per hour 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 Invoice will be made on delivery and paid within terms of net on delivery. Invoice may be made at scheduled date of delivery If buyer cannot accept delivery of fabricated trusses. The undersigned agrees to pay Chambers Truss reasonable attorneys fee for collections in event of payment not timely made. 1-1/2 % per month service charge will be added for all sums not paid within terms. 8. Signature or initials anywhere on this sheet constitutes agreement to all terms herein. 9. In consideration of Chambers Truss extending credit for this material the undersigned unconditionally guarantees payment when due of any and all indebtedness owed to Chambers Truss by any entity receiving material and the undersigned agrees to pay such indebtedness including attorneys fees, If default in payment for material be made by the recipient. 10. In the event of any litigation Concerning this agreement, the items furnished hereunder or payments referred to herein, the parties agree that the sole venue for any such action will be Saint Lucie County, Florida 11. Design responsibilities are per ""National Standard And Recommended Guidelines On Responsibilities For - Construction Using Metal Plate Connected Wood Trusses ANSI/TPI/WTCA 4 - 2002"" '. 12. Warranty is per Chambers Truss Warranty attached. DATED_ SIGNED FOR TITLE A spreader bar may be required per "BCSI" to prevent injury 8r damage. Multiple ply trusses must be fastened together per engineering before they are set, failure to do so can result in roof collapse. 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. .ea�k. Trusses must be set and braced per design to prevent injury & damage. 9 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 can er venue Fort Pierce, Florida 34982.6423 800-551-5932 Fort: Pierce 772.465.2012 Fax 772-465.8711 Vero Beach 772-569-2012 Stuart 772.286.3302 Web Site: CHAMBERSTRUSS.COM Email: MAIL@CHAMBERSTRUSS.COM KREVISE DRAWING / SUBMITTAL REVIEW ED APPROVED AS NOTED AND RESUBMIT Q REJECTED SUBMITTAL WAS REVIEWED FOR DESIGN CONFORMITYAND GENERAL CONFORMANCE TO CONTRACT DOCUMENTS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR CONFIRMING AND CORRELATING DIMENSIONS AT JOBSITE FOR TOLERANCE, CLEARANCE, QUANTITIES, FABRICATION PROCESSES AND TECHNIQUES OF CONSTRUCTION, COORDI TI IS WORK WITH OTH TRADE AND F ILLCO P THCONTRACT OC ENTS By Date, Architectonic I c. Fort Pierce, FL 34950 MITEK VERSION 7.4.1 43 - -- ---- - - -- LUADIN DESIGN CRITERIA REDUCIBLE DESIGN CRITERIA PER CODE SUCH AS SBC 1604.6.1 County ST. LUCIE CO. Building Department ST. LUCIE CO. Wind Design Criteria ASCE 2010 Wind Design Method MWFRS(Directional)/C-C hybrid Wind ASCE7-10 Roofing Material Shingle or Shake Loading in PSF Roof R.D.L. Floor Top Chord Live 20 0 Top Chord Dead 15 4.2 0 Bottom Chord Live "10-Non Conccurent 0 Bottom Chord Dead 10 3 0 Total Load 45 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 15' 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 2017 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 Building Designer and/or Engineer of Record Chambers Truss Inc. Drawing Name: 76300 SCALE: 1 /4" = 1'-0" 86 total trusses, 32 unique designs Designer: RAC Reviewed by: Date: 09/20/19 FOR CRAIG HELSETH CONSTRUCTION DESCRIPTION: LESSIN PORCH Page 1 of 1 CUSTOMER INITIALS EACH PAGE 76300 . . Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 76300 - LESSIN PORCH / Q57836 MiTek USA, Inc. Site Information: 6904 PaFFrke East Blvd. Customer Info: CRAIG HELSETH CONSTRUCTION Project Name: LESSIN P098W ' Motlelo-4115 Lot/Block: Subdivision: Address: UNKNOWN City: ST LUCIE COUNTY State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.3 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 45.0 psf Floor Load: N/A psf This package includes 32 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T18161962 A 9/20/19 2 T18161963 Al 9/20/19 3 T18161964 A2 9/20/19 4 T18161965 A3 9/20/19 5 T18161966 A4 9/20/19 6 T18161967 A5 9/20/19 7 T18161968 A6 9/20/19 8 T18161969 A7 9/20/19 9 T18161970 A8 9/20119 10 T18161971 A9 9/20/19 11 T18161972 E 9/20/19 12 T18161973 Et 9/20/19 13 T18161974 GEA 9/20/19 14 T18161975 GR1 9/20/19 15 T18161976 GR2 9/20/19 16 T18161977 GRA 9/20/19 17 T18161978 GRE 9/20/19 18 T18161979 J1 9/20/19 19 T18161980 J3 9/20/19 20 T18161981 J5 9/20/19 21 T18161982 J7 9/20/19 22 T18161983 KJ9 9/20/19 No. Seal# Truss Name Date 23 T18161984 V5 9/20/1 24 T18161985 V7 9/20/1 25 T18161986 V9 9/20/1 26 T18161987 -V11 9/20/1 27 T18161988 V13 28 T18161989 V15 29 T18161990 V17 MREV 30 T18161991 V1931 T18161992 V21 32 T18161993 V23 q SUBMri/i?AN 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: Finn, Walter My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification GENERAL C ONLY. THE 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. I SUBMITTAL RE ❑ APPROVED AS NOTED REJECTED Fort Pierce, FL 34950 �Iqu a rqq� -.P�.tgR p :JNo 22839 ;¢: �9 STATE OF ONA, Waiter P- Finn PE No.22839 Mrrek USA Inc. A. Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: r'lmSeptember 21 1 ' I alter Q;u t 5 1 r Job TnAs Truss Type - City Ply LESSIN PORCH/Q57836 T78161962 76300 A Half Hip 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL B.:1LU s Aug 2C ZU1 V MI I ex mou5mes, Inc. irn Sep Zu u0;,o= zu i5 rGytl I 4x4 4x5 = 3x5 = 13 14 Scale =1:28.9 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.43 BC 0.46 WE 0.49 Matrix -MS DEFL. in Ven(LL) -0.14 Verl -0.29 Hou(CT) 0.04 Wind(LL) 0.07 (hoc) I/dell Ud 8-11 >999 360 8-11 >575 240 7 n/a n/a 8 >999 240 PLATES GRIP MT20 244/190 Weight: 68 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-14 oc pur ins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 2=787/0-8-0, 7=664/0-1-8 Max Holz 2=272(LC 12) Max Uplift 2=-410(LC 12), 7=311(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1813/1226, 3-4=-1153l720, 4-5=-1014/737, 5-6=-572/456 BOT CHORD 2-8=1344/1679 WEBS 3-8=-647/570, 5-8_ 794/1085 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psY BCDL=3.OpsY h=15ft; B=4511; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-0-11 to 0-7-15, Interior(1) 0-7-15 to 9-0-0, Extedor(2) 9-0-0 to 13-2-15, Interior(1) 13-2-15 to 14-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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) 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. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at John(s) except (jt=lb) 2=410, 7=311. WalterP. Finn PE NoIU39 ENT& USA, Inc. FL Ced 6634 6914 Parke East Blvd. Tampa FL 33610 Date: September 20,2019 ©WARNING. VedydesignparemefersandMI)NOTESONTNISAND/NCLUDEDM/rEKBEFENANCEPAGEM674m3re Iab34Ig15BEFOBEUSE Design valid for use only wlth Mliek1s 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 building design. Bracing Indicated is to buckling of Individual mass web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required to stability and to prevent collapse whirr passible personal Injury and properly damage. For general guidance regarding the fabrication. storage, delivery. erection and bracing of musses and thus systems seeANSUIPII Quality CMotb, D5349 end SCSI Building Component 6904 Parke Ent Blvd. Solely InlomroNonovaiioble mom Truss Note Institute, 218 N. Lee Street Suite 312, Alexandria VA 22314, Tampa, FL 33610 Job Truss Thus Type ' Ply LESSIN PORCH /057936 T79161963 76300 Al Half Hip �Cfiy 1 1 Job Reference (optional) Unamoers l nos, mc., ran rlerce, rL aamsnuy com,arrnren n,uu�u,ea, n,e. rn wvww.+a.00 co,a 44 = Us = 3A Scale = 1:31.7 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber D.L 1.25 Rep Stress Incr YES Code FBC2017/rP12014 CSI. TC 0.33 BC 0.31 WB 0.65 Matrix -MS DEFL. in Vert(LL) -0.06 Vert(CT) -0.14 Horz(CT) 0.04 Wind(LL) 0.09 (too) Vdefl L/d 8-9 >999 360 8-9 >999 240 7 n/a n/a a-9 >999 240 PLATES GRIP MT20 244/190 Weight: 70 In FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-44 oc purfins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 2=787/0-8-0,7=664/0-1-8 Max Horz 2=317(LC 12) Max Uplift 2= 396(LC 12), 7=-325(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1792/1018, 3-4=-739/437, 4-5=-611/472, 5-6=-562/454 BOT CHORD 2-9=-1189/1656, 8-9=-1193/1658 WEBS 3-8=-1007/685,5-8=-6061181 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=151t; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.1 B; MWFRS (directional) and C-C Exterior(2) -2-0-11 to 0-7-15, Interior(1) 0-7-15 to 11-0-0, Exterior(2) 11-0-0 to 14-64 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ut=lb) 2=396, 7=325. Walter P. Finn PE No.22639 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Data: September 20,2019 Q WAR Ill Vedlydedgnpe anwilk rend READ NOTES ON TNLSANDWCLUDED MI/EKNEFEMNCEPAGEMIl re¢ 14,11Y1015BEWRE USE Design valid for use only with MBekO connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component, not a tnsss system. Before use, the bulltling assigner must verity the appllaclof of design parameters and propery Incorporate this design Into the overall bunding design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WGIC Is always required for nobOBy and to prevent collapse was possible personal lnlary and property damage. For general guldance regarding me storage, delivery, erectlon and bracing of trusses and truss systems, seeANSU1PN Quo 1Sy CdMio, DSB419 and SCSI Building Component 89W Perks Earl Bled.fobticaticr, Safety mformatlonavollable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexondrlo. VA 22314, Tampa, FL 33610 Job Truss Truss Type Oly Ply=PORCH6T18161964 76300 A2 Half Hip 1 unamoers I was, mc., tort rlerCe, rL 45 = 3x4 = Scale = 1:34.7 5 6 0 rh 3x4 P LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/rPI2014 CSI. TC 0.28 BC 0.31 WB 1.00 Matrix -MS DEFL. in Vert(CL) -0.06 Vert(CT) -0.13 Horz(CT) 0.03 Wind(LL) 0.08 (too) /deft L/d 10 >999 360 9-10 >999 240 8 Na n1a 10 >999 240 PLATES GRIP MT20 244/190 Weight: 721b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or "-6 oc puriins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 2=787/0-8-0, 8=664/0-1-8 Max Horz 2=361(LC 12) Max Uplift 2=-379(LC 12). 8=-341(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1719/846, 4-5=-347/112, 6-7=-466/345 BOTCHORD 2-1 0=-1 06811596, 9-10=-106911594 WEBS 4-10=0/272, 4-9= 131IX852, 5-9=-224/309, 6-9=-424/547 NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-2-0-11 to 0-7-15, Interior(1) 0-7-15 to 13-0-0, Exterior(2) 13-0-0 to 14-6-0zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 pet 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) Bearing at joint(s) 2 considers parallel to grain value using ANSVFPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Ot=lb) 2=379, 8=341. Walter P. Finn PE NoIN39 MTek USA, Inc. FL Cad 6634 69H Parke East Blvd. Tampa FL 33616 Date: September 20,2019 Job Truss Truss Type Ply LESSIN PORCH/057836 T78161965 76300 A3 Monopitch �Qty 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 a Aug 28 2019 MITek Industnes, Inc. Fn Sep 20 08:45:57 2019 Page 1 ID:v 188XrWz52mwg7N47I41ZnzOtOtp-aoJBnlb101kipwNbPKH3BVBzkskwO8AUjsjtduybnre -2-0-0 7-64 14-8-0 2-0 0 7-64 7.1.12 3x4 0-5 12 Scale = 1:35.8 Plate Offsets Offsets (X�f3:0-3-4 0-0-413:0-3-4 0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Udefl L/d PLATES GRIP TCLL 20.0 .. Plate Grip COL. 1.25 TC 0.49 Vert(L-) -0.06 7-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.15 7-10 >999 240 BCLL 0.0 ' Rep Stress ]nor YES We 0.41 Hoa(CT) 0.03 6 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Wind(LL) 0.08 7-10 >999 240 Weight: 701b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 2=783/0-8-0, 6=66810-1-8 Max Horz 2=395(LC 12) Max Uplift 2=-364(LC 12), 6=-357(LC 12) Max Grav 2=783(LC 1), 6=680(LC 17) FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-0=-1665/692 BOT CHORD 2-7=-943/1546, 6-7=-93B/1559 WEBS 3-7=0/287, 3-6=-1502/918, 4-6=-1821294 Structural wood sheathing directly applied or 5-4-8 no purfins, except end verticals. Rigid ceiling directly applied or7-6-10 oc bracing. 1 Row at micipt 3-6 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh, BCDL=3.Opsf; h=15ft; 8=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -2-0-11 to 0-7-15, Intedor(1) 0-7-15 to 14-6-4 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 pat bottom chord live load nonconcurrent with anyother live loads. 3) ' 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. 4) Bearing at joint(s) 2 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=11b) 2=364, 6=357. Walter P. Finn PE NoT3839 MiTsk USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: September 20,2019 Job Thus Truss Type Oty Ply LESSIN PORCH/057836 T7816196fi 7630D A4 Monopitch 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 8.320 a Aug 28 2019 MITek Industries, Inc. Fn 14-8-0 0e 12 Scala = 1:35.5 Plate Offsets (X Y)— f2:0.3-4 0.3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.48 Ven(LL) -0.06 6-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.17 6-9 >992 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.42 Horz(CT) 0.03 5 rite n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.11 6-9 >999 240 Weight: 67In FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 1=629/0-8-0,5=678/0-1-8 Max Horz 1=324(LC 12) Max Uplift 1=-200(LC 12), 5=-370(LC 12) Max Gray 1=629(LC 1), 5=689(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1729f781 BOT CHORD 1-6— 1003/1605, 5-6— 996/1616 WEBS 2-6=0/293, 2-5=-1561/977, 3-5=-187/298 Structural wood sheathing directly applied or 5-3-2 oc pur ins, except end verticals. Rigid ceiling directly applied or 7-1-12 oc bracing. 1 Row at midpt 2-5 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C: Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 14-6-4 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' 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. 4) Beading at joint(s) 1 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except (jt=lb) 1=200, 5=370. Walter P. Finn PE NoIU39 MITek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Data: September 20,2019 QWARNING-Verllydeaignparemetereend READNOMS ON TN/SAND/NCLUDEDMBEKBEFEBANCEFAGEUX7473.e.. 10=01SBEFOBE USE Design valid for use only with MRekas connectors. Mis design Is based only upon parameters shown, and Is for an Individual building component, not a hues system. Before use, the building designer must verify the oppllcablllty of design parameters and property Incorporate this design Into the overall bustling design. Bracing indicated is to prevent buckling of lndlvlduai trim web and/or chord members any. 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 me Fabrication storage, delivery, erection and bracing of trusses and truss systems. weANS91Pi1 QUaTy Cmub, DSS-09 antl BCSI luldhp Compon"I 69M Parke East Blvd. Safety feformafbnavallable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33810 Job Tess Thus Type Oly Ply LESSIN PORCH 11157836 T18161967 76300 A5 Monopitch 1 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 5.32U a AUg 2a 2UT9 MI I eK Inamines, Ina. Fn bep au ua:4a:ou 2u1 u rage l ID:vsl88XrWz52mwg7N47NTZnz001p.XARxCRdHYw_02EXzWUXGWGKGIM1s38nBAC_hnybnrc 1-14 7-9-0 I l'u" W`6 6-11 0 Scale=1:34.5 d 4x10 II 3xB i 1 2.50 rl2 14ea 1.1a 7.9a 13- 1az,a t-tb aT41 E244 z eS12 Plate Offsets (X Y)- I1:0-6-10 Edael f1:0-8-15 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.43 Vert(LL) -0.07 7-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.17 7-10 >999 240 BCLL 0.0 ' Rep Stress their YES WE 0.38 Horz(CT) 0.03 6 Was n/a BCDL 10.0 Code FBC2017rTP12014 Matrix -MS Wind(LL) 0.11 7-10 >999 240 Weight: 76 Be FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc pudins, BOT CHORD 2x4 SP M 30 *Except' except end verticals. 1-8: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-3-14 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at mil 3-6 SLIDER Left 2x4 SP No.3 -H 2-6-0 REACTIONS. (lb/size) 1=627/Mechanical, 6=675/0-1-8 Max Horz 1=323(LC 12) Max Uplift 1= 200(LC 12), 6=-366(LC 12) Max Grav 1=627(LC 1). 6=686(LC 17) FORCES. (Ib) - Max. CompJMax. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 1-3- 1587/928 BOT CHORD 1-7=-905/1495, 6-7=-897/1481 WEBS 3-7=-16/304, 3-6=-1436/885,4-6=-185/291 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=1511; B=45ft; L=24ft; Save=4N; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-12 to 2-11-15, Intedor(1) 2-11-15 to 14-6.4 zone;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1,60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 1=200, 6=366. Walter P. Rnn PE No32839 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Data: September 20,2019 QWANNMG- Vedtydesign pemmetersend NEAO NOTES ON TNISANO INCLUDED MMEKNEFENANCEPAGEMLL7473 rev. I01,034rsISSEFOHEUSE. Design valld for use only wlth Wakes connectors.ahls design Is based only upon parameters shown, and Is for on IndNldual bulldIng component, not, a truss system. Before use, the building designer must verify the applicability of tleslgn parameters and properly Incorporate this design Into the overall bulltling design. Boring Indicated 4 to prevent bull of Individual truss web and/or chord members any. Additional temporary and permanent bracing Miiek' 4 always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding he fobacatlort storage, delivery, erection and cache of busses and truss systems. sa%kNSVTP11 Cul Crl VS349 and BC61 Balding Component Seat Parke East BNtl. Safety Informational from Truss Plate Institute. 218 N, Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Thus Thus Type Ply LESSIN PORCH/057836 T78161968 76300 AllMonopiich �Qty 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 S AUa La Zen MI I eK lnausmes. m0. Fn bell 4U Ua:93:5u eul a Scale = 1:32.9 9 4x4 = 8 2.50 FIT Sx6 = 14 8-0 3-40 884 13-11-14 14ad r s:N 5612 6J10 2 PS12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (too) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert -0.06 7-8 >999 360 MT20 ,. 244/190 TOOL 15.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.15 7-8 >999 240 BOLL 0.0 ' Rep Stress ]nor YES WE 0.71 Horz(CT) 0.01 6 Na nta BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Wind(LL) 0.08 7-8 >999 240 Weight: 791b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOTCHORD REACTIONS. (lb/size) 9=622/Mechanical, 6=67210-1-8 Max Horz 9=257(LC 12) Max Uplift 9=-212(LC 12), 6=-352(LC 12) Max Gmv 9=622(LC 1), 6=678(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1321/504 BOT CHORD 8-9=-988/1793, 7-8=-974/1795, 6-7=-715/1226 WEBS 2-9— 1731/680, 2-8=-020/243, 2-7=-565/278, 3-7=-3/317,3-6=-1208/716 Structural wood sheathing directly applied or 6-0-0 oc purtins, except end verticals. Rigid ceiling directly applied or 7-4-15 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=i60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft: B=45ft; L=248; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-1-12 to 3-0-0, Intedor(1) 3-0-0 to 14-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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) B. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=212, 6=352. Walter P. Finn PE No12839 MTek USA, Inc. FL Cart $634 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2019 Job Truss Ply LESSIN PORCH/Q57836 T78161969 76300 A7 �Truss`rype �oty Root Special 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Fill Sep 20 08:46:00 2019 5x8 MT18HS = 9 44 = 2.50 12 5.6 = 3x4 = Scale = 1:30.5 LOADING (pst) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TO 0.52 SC 0.49 WB 0.87 Matdx-MS DEFL in Vert(LL) -0.14 Vert(CT) -0.32 Horz(CT) -0.00 Wind(LL) 0.11 (loc) Vdefl Urd 7-8 >999 360 7-8 >522 240 6 n/a n/a 8 >999 240 PLATES MT20 MT18HS Weight: 78 lb GRIP 2441190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-" oc puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 2-7 REACTIONS. (Ib/size) 9=626/Mechanical, 6=668/0-1-8 Max Horz 9=176(LC 12) Max Uplift 9=-237(LC 12). 6— 327(LC 12) FORCES. (lb) -Max. Comp✓Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-452/127, 3-4= 307/209, 4-5=514/325 BOT CHORD B-9=-999/1782, 7-8=-999/1811 WEBS 2-9=-1731i759, 2-8=-251/254, 2-7=-1436"61, 3-7=-359/418,4-7=-067/686 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=158; B=.45tt; L=24N; eave=41t; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-1-12 to 3-1-12, Inte for(1) 3-1-12 to 12-10-8, Exterior(2) 12-10-8 to 14-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber D0L--1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plaid at joints) 6. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joints) except Qt=lb) 9=237, 6=327. Walter P. Finn PE No22839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: September 20,2019 © WARNING -Vadgy deslgnperametenend READ NOTES ON TN/SANDINCLUDED MIIEKREFERANCEPAGEMIF7473 rev. 10,1134V15BEFORE USE. , Design valid for use only with Mireall) connectors. This design Is based only upon parameters shown, and Is for an InaNldual bulltling component, not a raw system. Before use. the bulltling designer must verify the appi cobl6ty of design parameters and properly Incorporate the design Into the overall txudhg design. Bracing Indicated a to prevent buckhrig of Individual truss web antl/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 me fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Qwd6yCdfMa, DS849 and BCSI Building Component 6904 Parke East Bind. Safety Informatbnoyciable from Truss Plate Institute, 218 N. foe Street Suite 312, Alexontlrlo, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply LESSIN PORCH/Q57836 T78161970 76300 AS �Qty Roof Special 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL a.3zu s Aug za ems Nil mausmes, inc. rn Sep zu 08:96:0i za S rage i I Dns188XrW z52mwg7N4?NTZnz00tp-T2Zid7eX4XEBHYhMeAL?LLMcBT6OKyK3eUh5mfybnra 7-0-0 10.10-8 14-B-0 7-0.0 3.10-8 3.9.8 Scale =1:25.0 4x4 = 3x4 = 5.00 F12 3 12 13 4 99 5x6 = 2.50 12 4x5 = LOADING (psf) TCLL 20.0 _. TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/rP12014 CSI. TC 0.59 BC 0.37 WB 0.40 Matdx-MS DEFL. in Vart (1) .0.08 Vert(CT) -0.18 HOR(CT) 0.01 Win0.06 d(LL) (too) Well L/d 8-9 >999 360 8-9 >935 240 6 n/a n/a 8 >999 240 PLATES GRIP MT20 244/190 Weight: 76 lb FT LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-M oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS IRow at midpt 2-9 REACTIONS. (lb/size) 9=626/Mechanical, 6=66810-1-8 Max Horz 9=87(LC 12) Max Uplift 9= 258(LC 12). 6=-306(LC 12) FORCES. (Ib) -Max. Comp✓Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 729/405, 3-4— 618/423, 4-5=-559/418 BOT CHORD 8-9=-887/1425, 7-8=-891/1445 WEBS 2-9— 13137706, 2-7=-809/450, 4-7=-531l773 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=15ft; B=45ft; L=2411; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exlerior(2) 0-1-12 to 3-1-12, Intedor(1) 3-1-12 to 10-10-8, Extedor(2) 10-10-8 to 13-10-8, Interior(1) 13-10-8 to 14-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 lost 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-M wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=258, 6=306. Walter P. Finn PE No22839 fill ek USA, Inc. FL Cad 6614 6906 Parke East Blvd. Tampa FL 33610 Date: September 20,2019 Q WARNING -Wfilydesi9nperemerereend BEADNOTES ON THISAND MCLUDED MGEKREFERANCEPAGEMII.7473mv. 1DAN20l56EF0RE USE Design valid for use only with Mneh® connectors. This design Is based only upon parameters shown, antl Is for an Individual building component not a muss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing indicated4 to prevent buckling of individual muss web and/or chord members only. Addiftmal temporary and permanent bracing Mole is always required for stability and to prevent collapse vim possible personal injury and properly damage. For general guidance regarding me fabrication storage, delivery, erection and bracing of masses and muss systems, weANSVTP11 Quolly Cdfeda. DS349 and SCSI luldlOp Component Safety Informalkenavallabie from Truss Plate Institute. 218 N. Lee sheet. Suite 312, Alexandri., VA 22314. 69M Parke East Bind. Tampa, FL 33610 Job Truss Thus Type Ply LESSIN PORCH/Q57836 T78161971 76300 A9 Flat �Oty 1 1 Job Reference (optional) unamoers I NEs, Inc., ran rlerae, rL ID:v I88XrWz52mwg7N47NTZnz00tp-TZZJd7eX4XE8HYhMeAL7LLMdAT8uKth3eUh5meybnm Scale = 1:24.7 2x3 II 3x6 = 3x6 = t e 9 2 10 11 3 7 3x10 = 5 3x4 II 3x4 II LOADING (psf) TOLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.53 BC 0.21 INS 0.76 Matrix -MS DEFL. in Vert(L-) -0.06 Vert(CT) -0.16 Horz(CT) 0.00 WMd(LL) 0.08 (too) I/deft Ud 6-7 >999 360 6-7 >999 240 5 n/a n/a 6-7 >999 240 PLATES GRIP MT20 244/190 Weight: 72 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-5 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. (lb/size) 7=626/Mechanical, 5=66810-1-8 Max Uplift 7=-296(LC 8), 5=-315(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-7— 547/383, 1-2=-1271/698, 2-3=-1271/698, 3-4=-566/394 WEBS 1-6— 667/1219, 2-6=-569/453,3-6=-719/1295 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15tt; B=45ft; L=24f ; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-1-12 to 3-1-12, Interior(1) 31-12 to 14-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 10.0 pet bottom chord live load nonconcument with anyotherlive 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 100lb uplift at joint(s) except 61=11b) 7=296, 5=315. Waltar P. Finn PE NoIN39 fdRek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2019 A WARNING -Verity deelgnparamafersend HEAD NOTES ON TN/SAND INCLUDED MITEKHEFERANCEPAGEMLL1470rsv. lNO12016BEFOHE USE. valid for use only with MBek@ connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not Et ss us a tmsystem. Before e, Me building designer must verify the cpp icablllly of design parameters and property Incorporate this design Into the overall bulltling design. Bracing Indicated is to prevent bucking of Individual Was web and/or chord members only. Addmonal temporary and permanent brccing MiTek' a always requiretl for siabilN and to prevent collapse wih possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and Muss systems, seeANSUTMI Qualify Offered. DS549 and SCSI boding Component 6904 Parke East Blvd. Safety NlormaNmraoallable from Truss Plate Insfi ite. 218 N. Lea Street Sure 312 Alexanddo, VA 22314, Tampa, FL 33610 Job Truss - Ply LESSIN PORCH/057836 T78161972 76300 E �TrussType Scissor �Oty 6 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL a.seu s nug ed zure Muarc mo=mee, ino. rn any m vo:ro.ue c ie r yn , IO:vs188%r W z52mwg7N4?NTZnz00tp-tl64gSf9nM?vhGYBttEuYurytPZ3P5DOOel6ybnrZ -2-0.0 I 4-10-0 9-0-0 13-2-0 I 1 &0.0 2040 2.0.0 4-10-0 4.2-0 42-0 4-10-0 2-0-0 Scale = 1:36.2 4x4 = 3x5 = 3x5 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Gdp DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/rP12014 CSI. TC 0.33 BC 0.50 W B 0.43 Mahrx-MS DEFL. in Ved(LL) -0.13 Vert(CT) -0.32 Horz(CT) 0.15 Wind(LL) 0.14 (too) Udell Ud 8-11 >999 360 a-11 >685 240 6 We n1a 8 >999 240 PLATES GRIP MT20 244/190 Weight: 79 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-1-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=954/0-8-0, 6=954/0-8-0 Max Hom 2=146(LC 11) Max Uplift 2— 504(LC 12), 6=-504(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2532/1226, 3-4=-1961/867, 4-5=-1961/851, 5-6=-2532/1265 BOT CHORD 2-8=-993/2336, 6-8=-1076/2336 WEBS 48=-361/1116, 5-8=-572/471,3-8=-565/477 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsh h=15U; B=45N; L=24ft; save=4ft; Cat. II; Exte C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -2-0-11 to 0-7-15, Intedor(1) 0-7-15 to 9-0-0, Extedor(2) 9-0-0 to 12-0-0, Interior(1) 12-0-0 to 20-0-11 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This tress has been designed fora 10.0 pat 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 3-61 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jolnt(s) except (jt=lb) 2=504, 6=504. Waller P. Finn PE No72839 MTek USA, Inc. FL Cad 6634 69H Parke East Blvd. Tampa FL 33610 Date: September 20,2019 Job Thus Truss Type Oty Ply LESSIN PORCH /057836 T18181973 76300 E1 Scissor 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL U.UU s Rep Le Lul a ml I en Inaasmes, nlc. rn Jep i 4.4 = 4xB _ 4x6 = Scale = 1:32.8 Plate Offsets (Xn— f1:0-1-120-0-8115:0-1-120-0-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udetl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.13 7-10 >999 360 MT20 .. 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.33 7-10 >660 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.44 Hoa(CT) 0.16 5 n/a n/a BCOL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.14 7 >999 240 Weight: 76lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=802/0-8-0, 5=962/0-8-0 Max Hoa 1=-144(LC 10) Max Uplift 1=-043(LC 12). 5=-514(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2639/1414, 2-3=-2004/979, 3A--2002/957, 4-5=-2568/1361 BOT CHORD 1-7=-1202/2448, 5-7=-116512370 WEBS 3-7=-456/1153, 4-7=570/460, 2-7=-636/520 BRACING - TOP CHORD Structural wood sheathing directly applied or4-4-13 oc puffins. BOTCHORD Rigid ceiling directly applied or 6-8-9 oc bracing. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.OpsY h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-M to 3-M, Interior(1) 3-0-0 to 9-0-0, Exterior(2) 9-0-0 to 12-0-0, Interior(1) 12-M to 20-0-11 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrem 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-M wide will fit between the bottom chard and any other members. 5) Bearing at joint(s) 1, 5 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 1=343, 5=514. Walter P. Finn PE No:W39 tdlTek USA Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: September 20,2019 AWARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGEMX74M rev. 1001,7015 BEFORE USE. Design valid for use only wlth MBek1A connectors. The design Is based only upon parameters shown, and Is for an Indrvdual building component, not a hum system. Before use, the bullding designer must verify the applicability of design parameters and properly Inamorata this design Into the overall bulldingdesign. Bracing indicated b to prevent buckling of Individual hum web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with pomble personal Injury and properly damage. For general guidance regarding Me fabrication storage, delivery, erection and bracing of trusses and hum systems seeANSUTP11 Qua' � Cmeda, DS349 and SCSI Building Component 6904 Parke Ent Blvd. Safety Informa,btxwolo le from Truss Hale Institute. 218 N. Lee Sheet Suite 312, Alexontlrla VA 22314. Tampa, FL M610 Job Ply LESSIN PORCH 11117836 T78161974 �Trusa 76300 GEA �Tnusa;Type �Qty Hip Structural Gable 1 1 Job Reference (optional) Unambers I was, Inc., Fon rlerCS, FL a.DZV a n g zo zu 10 mi i en umwnrca, mc. ru aep . va.rv.vv zv m ye , ID:vs188XrW z52mwg7N4?NTZnzOOtp-gXMbec igv4tOOJZJOjxA2030XUgm?F7polOsRtybnrV 9-5-14 31-6-2 41-0.0 22.0-3 9-5-14 Scale = 1:68.2 2.50 r12 5x6 = 5x6 = 5x6 = 3.6 II 433x6 1144 3 38 4 45 546 47 6 48 749 50 8 51 9 52 10 53 11 54 12 551356 1457581.5 5939 16 60 17 5x6 = 4x6 = 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3.6 II 3x6 = 3x6 = 3x6 It LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (too) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.81 Vert(LL) Na - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.29 Vert(CT) n/a - We 999 BCLL 0.0 ' Rep Stress [nor YES WB 0.24 Horz(CT) 0.00 18 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-S Weight: 196 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. 4-11,11-15: 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing, Except: BOT CHORD 2x4 SP M 30 6-0-0 oc bracing: 1-36,35-36,34-35. WEBS 2x4 SP M30 OTHERS 2x4 SP M 30 LBR SCAB 1-02x4 SP M 31 one side 15-18 2x4 SP M 31 one side REACTIONS. All bearings 41-0-0. (Ib) - Max Horz 1=28(LC 8) Max Uplift All uplift 1001b or less 12), 28=-390(LC 12), 29=-391 33=417(LC 8). 35=-205(LC 1 12). 21=387(LC 12). 34=-39i Max Grav All reactions 250 Ib or less a 18=737(LC 1), 22=788(LC 21 27=778(LC 21), 28=778(LC 2 33=818(LC 22). 36=3066(LC s) except 1=-361(LC 12), 18=-321(LC 12), 25=-398(LC 12), 26=-389(LC 12), 27=-391(LC .0 12), 30=-392(LC 12), 32=-386(LC 8), 36=-1383(LC 12), 20=-170(LC 21),19=-1264(LC int(s) 35,20 except 1=809(LC 21), 3=768(LC 1), 25=787(LC 21), 26=776(LC 22), 29=777(LC 21), 30=700(LC 22), 32=76B(LC 21), , 19=2855(LC 1), 21=806(LC 22), 34=804(LC 1) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 164/345, 17-18=-150/313 WEBS 14-22=-758/437, 13-23=-726/425, 12-25=-748/430, 11-26=-735/420, 10-27=-738/422, 9-28=-738/421, 8-29=-737/421, 7-30=-741/423, 6-32=-725/415, 5-33=-788/449, 2-36=-2842/1533, 17-19=-2643/1414, 15-21= 788/421, 434=-786/432 NOTES- 1) Attached 9-9-1 scab 1 to 4, front face(s) 2x4 SP M 31 with 1 row(s) of 10d (0.131"x3") nails spaced 2" o.c.. 2) Attached 9-9-1 scab 15 to 18, front face(s) 2x4 SP M 31 with 1 row(s) of 10d (0.131"x3") nails spaced 2" o.c.. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; 8=45ft; L=41ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) 0-0-0 to 4-1-3, Extedor(2) 4-1-3 to 41-0-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1,60 5) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 6) Provide adequate drainage to prevent water ponding. 7) All plates are 3x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 2-0-0 oc. 10) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. Walter P. Finn PE No22839 MTek USA, Inc. FL Carl 6034 69U Parke East Blvd. Tampa FL 33610 Date: September20,2019 ® WARNING. Verity design parameters add BEAD NOTES ON TN/SAND INCLUDED MBEK REFERANCE PAGE MIF7473 rev. 101AY2015BEFOREUSE. Design volld for use only with MRekS connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use. the building designer must verity The applicability of design parameters and properly Incorporate this design Into the overall bulidingdeslgn. Bracing Indicated Is to prevent bucking of lndhAdual trussweb and/or chord members any. Additonaltempororycndpermonentbracing Mffek' Is always required for stability and to prevent collapse with passible personal injury and properly damage. For general guidance regarding the fobricaflon. storage. delivery. erection and bracing of trusses and truss systems. WeANSVIPII Gualdy Lnbrb, DS549 and SCSI Bultlhp Component Safety Infermationavollable from Truss Plate Institute, 218 N. Lee Steel, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FIL 33610 Job Truss - Truss Type Ply LESSIN PORCH/057836 T78161974 7630D GEA Hip Structural Gable �Qty 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Fit Sep 20 OB:46:06 2019 Page 2 ID.vs188XrW z52mwg7N47NTZnzOOtp-gXMbggigv4tQDJZJOjxA2030XUqm7 F7polOsRtybnrV NOTES- 11) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 361 lb uplift at joint 1, 321 Ib uplift at joint 18, 406lb uplift at joint 22, 396 lb uplift at joint 23, 398 Ib uplift at joint 25, 389 Its uplift at joint 26, 391 lb uplift at joint 27,390 lb uplift at joint 28, 390 Ib uplift at joint 29, 392 Its uplift at joint 30, 386 lb uplift at joint 32, 417 Ito uplift at joint 33, 205 lb uplift at joint 35, 1383 lb uplift at joint 36, 170 lb uplift at joint 20, 1264 Its uplift at joint 19, 387 lb uplift at joint 21 and 393 It, uplift at joint 34. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1534 lb down and 773 lb up at 2-7-8, 634 lb down and 368 lb up at 4-7-8, 634 lb down and 382 lb up at 6-7-8. 6321b down and 398111 up at 8-7-8, 598 lb down and 409 lb up at 10-6-12, 598 Ito down and 409111 up at 12-6-12, 598 Ib down and 409 lb up at 14-6-12, 598 Us down and 409111 up at 16-6-12. 598 lb down and 409 lb up at 18-6-12. 598 lit down and 409 It, up at 206-12, 598 Ib down and 409 lb up at 226-12. 598 lb down and 409111 up at 246-12, 608 lb down and 421 Its up at 26-6-12. 580 lb down and 409 lb up at 286-12, 574 Ito down and 394 lb up at 30-6-12, 609 Ib down and 374 lb up at 32-6-0, 610 lb down and 352lb up at 34-6-0, and 610111 down and 360 lb up at 36-6-0, and 1339 lb down and 666 Ib up at 38-4-8 on top 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: 1-4=-70, 4-15=-70, 15-18=-70, 1-18- 20 Concentrated Loads jib) Vert: 38=-594 39=-570 41_ 1494 43=-594 44=-594 45=-598 47=-598 48=-598 50=-598 51=-598 52=-598 53=-598 54=-598 56=608 57=-580 59- 573 60=-570 61=-570 63=-1299 © WARNING -Verity dssr9n par4meten4ed READ NOTES ON TNISAND INCLUDED MREKREFERANCEPAGEM1h7473m.. 14Air10159£FONEDSE. Design valid for use only with M6ea connectors. This design is based only upon parameters shown, and is for on Individual bullding component, not OFth a truss system. Before use, e bullding all must verify the appllcablllty of design parameters and properly Incorporate this design Into the overall bulldIng design. Bracing Indicated is to prevent buckling of indlvldual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for etabllily and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delNery, orecBon and bracing of trusses and truss systems seeANSVIpfI Quo1�Epyy CA�IIa, DIMS and SCSI aultlhp Component 69 Parke East Blvd. Satisfy Inlormalloncyailobie from Truss Plate Institute. 218 N. Lee Street S0a 312, AlexcndAa VA 22314. Tempe, FL 33610 Job Thus Thus Type Oty Ply LESSIN PORCH 1057836 T78161975 7630D GR1 SCISSOR GIRDER 1 2 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 4x6 II B.a20 s AUG 24 ems mu ex alausmes, Inc. Fri Sep Scale - V323 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2.0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TIC 0.41 BC 0.57 WB 0.47 Matrix -MS DEFL. In Vert(LL) -0.20 Vert(CT) -0.45 Hom(CT) 0.24 Wind(LL) 0.27 (loc) Well Ud 8-9 >999 360 B-9 >478 240 6 file n/a 8-9 >812 240 PLATES GRIP MT20 2441190 Weight: 184 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-2-15 oc pur ins. BOT CHORD 2x6 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* 4-8: 2x4 SP M 30 REACTIONS. (lb/size) 6=3487/0-8-0, 2=2578/0-8-0 Max Horz 2=144(LC 7) Max Uplift 6=-1436(LC 8), 2=-1239(LC 8) FORCES. (Ib) -Max Comp./Max. Ten. -AU forces 250 (lb) or less except when shown. TOP CHORD 2-3=-9887/4279, 3-4=-8917/3B79, 4-5=-0919/3880, 5-6=-11648/4936 BOT CHORD 2-9=-3929/9219, 8-9=-4030/9440, 7-8=-4628/11067, 6-7=-0593117001 WEBS 4-8=-2757/6445, 5-8=-2574/1055, 5-7=-348/995, 3-8=-914/437,3-9=-1181335 NOTES- 1) 2-ply truss to be connected together with 1Od (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 raw 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. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced mot live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t; 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 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) Bearing at joint(s) 6, 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1436 lb uplift at joint 6 and 1239lb uplift atjoint2. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1274 lb down and 599 lb up at 7-0-12, 606 lb down and 316 Us up at 9-0-0, 606 Its down and 278 lb up at 10-11-0, 606 lb down and 257 lb up at 12-11-0, and 602 Its down and 2321b up at 14-11-4, and 607 lb down and 2201b up at 16-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Walter P. Finn PE NoZ839 LOAD CASE(S) Standard MRek USA, Inc. FL Cert 66M 6904 Parke East Blvd. Tampa FL 33610 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Data: September 20,2019 AWARNING-Verily Ceegnparametara andREAD NOTES ON TNIS AND INCLUOEOMR KREPERANCEPAGEMIF7473nv. 1WDYIGISBEFORE USE. Design valid for use onlywlth Meek® connectors. This design Is based only upon parameters shown. and Is for on Individual building component, not a hues system. Before use, the bulltling designer must verify the cpprcabllity of design parameters and properly Incorporate this design Into the overall building design. &acing Indicated Is to prevent bucWNg of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is olways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobrcation. storage. delivery, erection and bracing of trusses and tnus systems. seeANSuTP11 Guo0y Cd1MM, DS549 and SCSI Building Component 6904 Parka East Blvd. Safety Ssformatbmvalloble from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type OtY Ply LESSIN PORCH I Q57B36 T78161975 76300 GR1 SCISSOR GIRDER 1 2 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL B.320 s Aug 28 2019 MITek Industries, Inc. Fn bep 2U U8:48:08 2019 rage 2 ID:v IBBXrWz52mwg7N47NTZnz00tp-mvUL5WkwOh78dcliY8ze7p8sKISxT5w5F3tzWmybnrT LOAD CASE(S) Standard Uniform Loads (pIQ Vert: 1 A--70, 4-6=-70, 8-13=-20, 8-10=-20 Concentrated Loads (Ib) Vert: 8=-606(8) 7=-606(B) 16=-1274(B) 17=-606(B) 18=-602(B) 19=-607(B) AWARNING- VedlydMignperemetenand READ NOTES ON TN/SANDINCLUDED MNEKNEFENANCE PAGE M&7473rev. 14BY1015 BEFORE USE. Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into The overall building design.&acing lntllwtetl B to prevent buckling of Individual truss web and/or chord member only. Additional temporary and permanent bracing M)Tek' b always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guldance regarding the fabrication. storage, delivery, erection and bracing of troves and tun systems seeANSVFPII CuNpy Criteria, DS349 and SCSI Budding Component 6904 Parke EMT Blvd. Sai Informationovailable from Truss Rate Institute, 218 N. Lee Street Suite 312, Alexontlria. VA 22314, Tampa, FL 33610 Job Truss Truss Type Ply LESSIN PORCH/057836 T18161976 76300 GR2 Flat Girder �Qty 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 6.J2U a AUQ 2a ZUIe MI I eK InaaSlnee, InC. Yn Jep ZU U0:90:U0 4V la Scale = 1:24.7 NAILED axB NAILED NAILED 2x3 II NAILED NAILED 4.8 = NAILED NAILED 3x4 16 17 7 18 19 6 20 21 5 8 NAILED NAILED Sx10 = NAILED NAILED 2x3 II NAILED 6x8 = 3x 11 NAILED NAILED 4-11-4 k 9.8-12 14-1-B 1 4-11-4 4-9-a 4-d.12 0.6-B Plate Offsets (X Y)-- f4:Edae 0-1-8) LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (loc) Udall L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.09 6-7 >999 360 MT20 .. 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.21 6-7 >808 240 BCLL 0.0 ' Rep Stress [nor NO WE 0.84 Horz(CT) 0.04 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.12 6-7 >999 240 Weight: 72lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP 130 WEBS 2x4 SP No.3 *Except* BOT CHORD 1-7,3-7,3-5: 2x4 SP M 30 REACTIONS. (lb/size) 8=1294/Mechanical, 5=1424/Mechanical Max Uplift 8=-579(LC 4), 5=-633(LC 5) FORCES. (lb) - Max CompJMax. Ten. -All fames 250 (Ib) or less except when shown. TOP CHORD 1-8=-1192/591, 1-2=-2897/1286, 2-3=-2897/1286, 4-5=-347/240 BOT CHORD 6-7— 1287/2904, 5-6— 1287/2904 WEBS 1-7=-1298/2925, 2-7=692/496, 3-6=0/407, 3-5= 2927/1296 Structural wood sheathing directly applied or3-10-10 oc pudins, except end verticals. Rigid ceiling directlyapplied or 6-5-11 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vull=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15f; B=45tt; L=24ff; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 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 tit between the bottom chord and any other members. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5791b uplift at joint 8 and 633 Ib uplift at joint 5. 7) "NAILED" Indicates 3-1 Old (0.148'x3') or3-12d (0.148'x3.25') toe -nails per NDS guidlines. 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=-70, 5-8=-20 Concentrated Loads jib) Vert: 6=-62(B) 3=-139(8) 9=-139(8) 10=-139(B) 11=-139(B) 13=-139(B) 14=-139(B) 15=-153(B) 16=-62(B) 17=-62(B) 18=-62(B) 19=-62(B) 20=-62(B) 21=-66(B) Walter P. Finn PE No32939 air ek USA, Inc. FL Cad 6634 6904 Paden East Blvd. Tampa FL 33610 Data: September 20,2019 QWARNWG- VeNlydaslpaperema(eraend READ NOTES ONTYASAND INCLUDED M/TEKREFERANCEPAGEMI47473ray. 10,012015 BEFORE USE. Design valld for use only with Mnela connectors. lhls design Is based only upon parameters shown and Is for on Individual bulltling component, not a buss system. Before use, the bulltling designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulltling design. Brocing 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 antl property damage. For general guidance regarding the fabrica0on storage, delivery, erection and bracing of husses and truss systems, seeANSVIPII GualBy Criteria, DS549 and BCSI Building Component 69N Perke East Blvd. Safety Informallonavamble from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexanctim VA 22314. Tampa, FL W510 Job Tms, Truss Type Oily Ply LESSIN PORCH I Q57836 T78161977 76300 GRA Half Hip Girder 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x8 = 8.320 s Aug 28 2019 MTek 45 = Salo = 4 14 5 ic. Fit Sep 20 08:46:09 2019 3.4 II 15 16 6 Scale =1:28.9 LOADING (psf) SPACING- 2-M CS'. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(L-) -0.11 9-10 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.26 9-10 >669 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.98 Horz(CT) 0.11 7 n/a rda BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.16 9-10 >999 240 Weight: 71 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-6 oc purlms, BOT CHORD 2x4 SP M 30 -Except* except end verticals. 7-9: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-8-9 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 7=1564/0-1-8, 2=1248/0-8-0 Max Hal 2=227(LC 8) Max Uplift 7= 716(LC 8), 2=-648(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3614/1598, 3-4=-3606/1694, 4-5=-3386/1625, 6-7=-331/226 BOT CHORD 2-10=-1578/3339, 9-10— 1598/3373, 8-9=-1252/2691, 7-8=-1252/2691 WEBS 3-9= 539/537,4-9=-297/900, 5-9=409/826, 5-8=0/335, 5-7=-2794/1302 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.OpsY h=15ft; B=45ft; L=24tt; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed fora 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)-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. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7161b uplift at joint 7 and 548111 uplift at joint 2. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 300 Ito down and 335 Its up at 7-0-0, 192 lb down and 176 Ib up at B-11-4, 192 Its down and 176lb up at 10-11-4, and 192 Ib down and 1761b up at 12-11-4, and 1831b down and 173111 up at 13-10-4 on top chord, and 4161b down and 163 Ib up at 7-1-8, 85 lb down at 8-11-4, 85 lb down at 10-11-4, and 85 la down at 12-11-4, and 921b down at 13-10-4 on bottom chord. The designtselection 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 from (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Walter P. Finn PE No.22839 Uniform Loads (pit) INreksUSA, Inc. FL Cad 6634 Vert: 1-4=-70, 4-6=-70, 9-1 1=-20,7-9=-20 Concentrated Loads (lb) Date Parke East Blvd. Tampa FL 33610 Vert: 4=-215(F) 9= 329(F) 8=-62(F) 5=-139(F) 14=-139(F) 15=-139(F) 16=-151(F) 17=-62(F) 18=-62(F) 19=-65(F) e: September 20,2019 Q WARNING. Ver/9•des19aparomefersend RE4ONO7ES ON 7N/SANO INCLUDED MREKREFERANCEPAGEMIP7423rev. IDMIZ2015 BEFORE USE Design volla for use only with MRek® connectors. This design Is based only upon parameters shown, and Is for an Individual Wiping component, not �� a Muss system. Before use. Me building designer must verity me applicability of design parameters oral properly Incorporate this tleslgn Into the overall bulldIng design. Bracing Indicated is to prevent buckllog of lndlvlduai truss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability, and to prevent collapse with possble personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of busses and Muss systems, seeAN5VIP11 puppy Croerla, DSS419 and 3CS1 Building Component 6904 Perks East BNd. Safety Inferma6emvotiable from Truss Rate Institute, 218 N. Lee Sheet Suite 312. Alexandrb, VA 22314. Tampa, FL M610 Job Truss Type 0ty Ply LESSIN PORCH] 057838 T18161978 76300 GRE 17HIP(831rder 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 Mil Industries, Inc. Fri Sep 20 OSA5:1I 201U Page 1 Scale=1:36.8 5x8 MT18HS = 19 4x6 = 3x10 2.50112 SAO NU7-1-8 10-10.8 14-2-0 18.0-0 I I I ova vrnn Plate Offsets (X Y)— (2:0-0-9 Edoel r4.0-5-12 0-2-81 I7'0-0-9 Edcel f10:0-6-00-0-8] rt Y0-3-12 0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.22 10-11 >961 360 MT20 2441190 _ TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.52 10-11 >417 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WS 0.54 Hoa(CT) 0.30 7 n/a n/a BCDL 10.0 Code FBC2017/7PI2014 Matriz-MS Wind(LL) 0.3010-11 >731 240 Weight: 831b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 31 'Except' 10-11: 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (11 i2e) 2=1598/0-8-0, 7=1598/0-8-0 Max Horz 2=120(LC 7) Max Uplift 2=-834(LC 8), 7=-834(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-14 oc purfins. BOT CHORD Rigid ceiling directly applied or 5-2-11 oc bracing. FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5011/2146, 3-4---5263/2337, 4-5=-4946/2238, 5-6=-5241/2337, 6-7=-4969/2146 BOT CHORD 2-12=-1853/4692, 11-12=-1878/4740, 10-11=2010/5034, 9-10— 1878/4614, 7-9=-1853/4565 WEBS 3-1 1=-609/722,4-1 1=-506/1521, 5-10=-506/1489, 6-10=-631/727 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL 4.2psf; BCDL=3.Opsf; Irl B=45ft; L=24ft; eave=4ft; Cat. II; Exile C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1,60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 201 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) Bearing at joint(s) 2, 7 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 8341b uplift at joint 2 and 8341b uplift at joint 7. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3001b down and 335 lb up at 7-0-0, and 187 1b down and 1761b up at 9-0-0, and 300111 down and 3351b up at 11-0-0 on top chord, and 4161b down and 163 lb up at 7-1-8, and 85 Ib down at 9-0-0, and 416 Ib down and 163 Ib up at 10-10-8 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=-701 5-8=-70, 11-13=-20, 10-11=-20, 10-16=-20 Walter P. Finn PE No22839 MRek USA, Inc. FL Cori 6634 69U Parke East BNd. Tampa FL 33610 Date: September 20,2019 ©WARNING -V.6ty Ces/gnparemerersand READNOTES ON TH/SAND INCLUDEDMIFEKNEFENANCEPAGEId/4T4Ta rev, 14111320159EFOHEUSE valid for use only with MOekW connectors, fits deslgn Is based only upon parameters shown, and Is for an Individual building component, not OF a truss system. Before use, Me building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building deslgn. Bracing Indicated is to prevent buckling of Ini truss web and/or chord members only. Additional temporary and permanent bracing MiTeIC 6 always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the storage, delivery, erection and bracing of trusses and teas systems, se9ANBI/IP11 Cuall8ryy Cmada, IXIl and BCSI Building Component fi904 Parke East Blvd.fabrication, Safety Nfannationavallable from Truss Plate Institute, 218 N. Ise Street, Suite 312, Alexondda. VA 22314. Tempe. FL 33610 Job Truss Truss Type Ory Ply LESSIN PORCH/057836 T18161978 76300 GRE Hip Girder 1 1 Job Reference (optional) Chambers These, Inc., Fort Pierce, FL LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=-215(B) 5=-215(8) 1 1=-329(B) 1 0=-329(B) 19=-139(B) 20= 62(B) O.32USAUg2tl2UlUM112KInaUSlnes,Inc. Yn Jep2000:4p:rr GVro rage[ ID.y 188XrWT52mwg7N47NTZnZOOtp-AU9UjXmpjcVjU4SHDGXUSmKtVPagRXYyl6d64ybnrO ,&WARNING -Verity design parameters and READ NOTES ON MIS AND INCLUDED MREKREFERANCE PAGE Mp74"nn,, 100ass01SBEFORE USE Design valid for use only with MReldl) connectors. This design Is based only upon parameters shown. and Is for an Individual bulltling component not a truss system. Before use, the building all must verify the appllcablllty, of all parameters antl properly Incorporate this design Into the overall bulltling design, Bracing Indicated is to buckling of lndivltlual truss web and/or chord members only.. Aadltlonal temporary and permanent bracing MiTek' prevent Is always reaulred for stability, and to prevent collopse with possible personal Injury and property damage. For general guldonce regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII CuollIlIyy Criteria, DSB-59 and SCSI Building Component 6904 Parke East Blvd. Safety Infonmatbnavallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexantlrla, VA 2231A. Temp., FL 33610 Job Truss Truss Type Oty Ply LESSIN PORCH 1057836 T78161979 76300 J1 Jack -Open 6 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL a.JLU 5 Aug 2a zI MI I eK Industries, Inc. rn Sep 20 08:46:1 12019 Page 1 iwg7N47NTZnz0Otp-AU9UIXmpicVjU4SHDGXUSmHKVZ9gZzYy16d64ybnrO c bib Scale = 1:8.2 LOADING (psf) SPACING- 2-0-0 C51. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(CT) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Hom(CT) 0.00 2 Ida rJa BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Wind(LL) -0.00 5 >999 240 Weight: 7 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=41/Mechanical,2=338/0-8-0,4=-65/Mechanical Max Horz 2=92(LC 12) Max Uplift 3=-41(LC 1), 2=-338(LC 12), 4= 65(LC 1) Max Grav 3=60(LC 12), 2=338(LC 1), 4=88(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pur ins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; hI5ft; B=45tt; L=24it eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' 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. 4) Refer to girder(s) for truss to truss connections. 5) 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 41 Ib uplift at joint 3, 338 lb uplift at joint 2 and 65 lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL CedSBU 899E Parke East Blvd. Tampa FL 33610 Date: September 20,2019 WARNING - Verity design pwaniders end READ NOTES ON TNIS AND INCLUDED MDEKREFERANCE PAGE MIF74Yd rev. favitarl BEFORE USE. Design valid for use only with MBeIda connectors. mis design Is based only upon parameters shown, and Is for an individual buliding component, not a truss system. Before use, the bulltling designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property combos. For general guidance regarding the storage, delivery, erection and bracing of trusses and huss systems, seeANSVIPit puall1lyy Catered. DS549 and SCSI Buld11B Component 6904 Peace East Blvd.fabrication, Safety Nformallonovolloble from Truss Plate Institute, 218 N. We Sheet, Suite 312. Alexondrlo. VA 22314. Tampa, FL 33610 Job Truss Truss Type aY Ply LESSIN PORCH/Q57836 T78161980 76300 J3 Jack -Open 6 1 Job Reference o dorsal Chambers Truss, Inc., Fort Pierce, FL MUZU 6 Aug ZU 2U1 U MI I8K Inausmes, Inc. rn oep GV uo:9o: iz ZV I v rayui ID:vs188XrWz52mwg7N47NTZnz00tp-ehjsldnRUwda6E1Tn_2alfJS4v PODhAhrAfXybnrP Scale = 1:12.4 LOADING (psf) SPACING- 2-M CSI. DEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.00 4-7 >999 360 MT20 ,. 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.00 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Flom(CT) 0.00 2 We n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Wind(LL) -0.01 4-7 >999 240 Weight: 13lb FT 20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=63IMechanical, 2=326/0-8-0, 4=19/Mechanical Max Horz 2=136(LC 12) Max Uplift 3=-35(LC 9), 2=-251(LC 12) Max Grav 3=6B(LC 17), 2=326(LC 1), 4=45(LC 3) FORCES. fib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOTCHORD Rigid ceiling directly applied or 6-0-0 Do bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL--3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-2-0-11 to 0-7-15, Interior(l) 0-7-15 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' 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. 4) Refer to girders) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSVI-PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 lb uplift at joint 3 and 261 lb uplift at joint 2. Walterls. Rnn PE No.22939 IdlTek USA Inc. FL Ced9614 6904 Parke East Blvd. Tampa FL 33810 Date: September 20,2019 QWARNING- VeHtydeafgn peraindera.d READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGEMIF7473nev. 70N.02015BEFORE USE. Design valid for use only with MBekb connectors. Als design Is based only upon parameters shown, and Is for an Individual building component, not a hum system. Before use, the bulltling designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building doslgn. Bracing Indicated is to prevent buckling of Individual hum web and/or chord members only. AtltllHonal temporary antl permanent bracing MiTek' Is always required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, weAN31/IPII QUOT18y CdtMdo, DS349 and SCSI Building Component 69N Parke East BNd. Safety Informatbyry eanable Pl from Truss ate Institute. 218 N. We Sheet Suite 312. Alexcndda VA22314. Tampa, FL M610 Job Truss Truss Type Ply LESSIN PORCH/057836 T78161981 76300 J5 Jack -Open �Oty 6 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Fri Sep 20 08:46:12 2019 Page 1 ID:vslBBXrW z52mwg7N47NTZnz00tp-ehjsxlnRUwda6E1 Tp_2aIfJS4voRPODhAhrAfXybnrP -2.0-0 5-0-0 2.0.0 5-0-0 Scale = 1:16.4 LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.81 Vert(LL) -0.02 4-7 >999 360 MT20 244/190 TCOL 15.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.06 4-7 >991 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 3 n1a Na BCDL 10.0 Code FBC2017f PI2014 Matrix -MP Wind(LL) 0.06 4-7 >999 240 Weight: 19lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=136/Mechanical, 2=396/0-8-0, 4=56/Mechanical Max Horz 2=181(LC 12) Max Uplift 3=-93(LC 12), 2=-257(LC 12) Max Grav 3=141(LC 17), 2=396(LC 1), 4=89(LC 3) FORCES. (lb) - Max. Com JMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-11 to 0-7-15, Intedor(l) 0-7-15 to 4-11-4 zone;C-C for members and tomes & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) ' 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. 4) Refer to girders) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 lb uplift at joint 3 and 257 lb uplift at joint 2. Walter P. Finn PE No12839 fill ek USA, Inc. FL Cad 6634 69M Parke East Blvd. Tampa FL 33610 Date: September 20,2019 ©WARNING- Ve4lydael9n pammemno.rd READ NOTES ON TN/SAND INCLUDED MITEx REFERANCEPAGE MIF74M sr. 14M42015BEFOREUSE Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an Individual bulldIng component, not � a truss system. Before use, the building designer must verify the opplicablllty, of design parameters and properly Incorporate this tleslgn Into the overall buldingdoslgn. Bracing Indicated Is to prevent buckling of Individual hum web and/or chord members only. Additional temporary and permanent bracing MiTek' b always required for stcbllity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and buss systems. seeAN51/IP11 Du CMedo, DS549 and 1IC31 Building Component 6904 Parke East Bind. Safety Infprmc8arovailabie from Was 223 Plate Institute, 218 N. Lee Sheet. Suite 31Z Alexandra, VA 14. Tampa, FL W610 Job Truss Truss Type 0ty Ply LESSIN PORCH/057836 T78181982 76300 J7 Jack -Open 15 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Fri Sep 20 08:46:13 2019 Page 1 ID:v IBBxrWz52mwg7N4?NTZnzO01p-6tHE8Do3FDIRjOcgLhZpgtdzJ3ZSTTgPLbkBzybnrO Scale=1:20.4 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (toe) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Ved(LL) -0.09 4-7 >913 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.24 4-7 >354 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.02 3 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MP Wind(ILL) 0.16 4-7 >514 240 Weight: 251b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=209/Mechanical, 2=477/0-8-0, 4=82/Mechanical Max Harz 2=225(LC 12) Max Uplift 3=-147(LC 12). 2=-276(LC 12) Max Grav 3=215(LC 17), 2=477(LC 1), 4=125(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -2-0-11 to 0-7-15, Interior(l) 0-7-15 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' 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. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1471b uplift at joint 3 and 276 lb uplift at joint 2. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Ced8174 69M Parke East Blvd Tampa FL 33610 Data: September 20,2019 A WARNING- Verity tleslgn pemmefere end READ NOTES ON MIS AND INCLUDED MREKHEFEHANCE PAGE MIN473 rev. las=205 BEFORE USE. Design valid for use only with MtiekO connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component, not �■' ■■ a truss system. Before use, me building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall buatlingdedgn, Bracing Indicated Is to buc$dhg of Individual Mas web and/or chord members only. Additional temporary and permanombracing MiTek' prevent B always required for stability and to prevent collapse wdh possible personal INury and property damage. For general guidance regarding Me fabricatioa storage, delivery, erection and bracing of trusses and fuss systems, seeANSVg?Il CuaOy CrRedo, D3049 and 1C31 Suldsng Component 69N Parke East BNtl. Safely Urformalonavolloble from Truss Rate Institute, 218 N. Lee street Suite 312, Alexandria. VA 22314, Tampa, FL 33610 Job Truss Truss Type - . Oty Ply LESSIN PORCH/057836 T1B161983 76300 KJ9 Diagonal Hip Girder 3 1 Job Reference (optional) s namoers 1 russ, Inc., ran rierce, I-L -nuy co cv,arvm cn muwnieq um. n, acYwwnu.,�mm, yv, ID:vsl88XrWz52mwg7N47NTZnzOOtp-b3rcMZohOXtILXBsuP42N40u,MW utne_e7KHjPybnrN Scale = 1:24.4 4 NAILED ]o NAILED 3.54 F12 3 v NAILED 3x4 d NAILED 3 12 5 a NAILED d NAILED 6 11 16 3x4 = n 2 7 NAILED 15 2xil II NAILED 2f NAILED 74 NAILED 1 NAILED t.n Fz 3x5 = NAILED 5.3.1 k9-10.1 5-3-1 — 4-7-0 LOADING (pst) SPACING- 2-0-0 CSI. DEFL in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 VerI(LL) -0.11 7-10 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.11 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.58 Horz(CT) 0.02 5 rJa rVa BCDL 10.0 Code FBC2017/TPI2014 Matri%-MS Weight: 42 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-4-7 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-1-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (IWsize) 4=175/Mechanical, 2=51610-9-13, 5=295/Mecharrical - Max Horz 2=224(LC 24) Max Uplift 4=-118(LC 8), 2=-504(LC 8), 5=-135(LC 8) Max Grav 4=175(LC 1).2=735(LC 28), 5=374(LC 29) FORCES. (lb) - Max. Comp./Mac Ten. -Aft forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1641/571 BOT CHORD 2-7— 641/1526, 6-7=-645/1521 WEBS 3-7=0/251, 3.6=-1503/637 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TC6L=4.2psf; BCDL=3.Opsh h=1511; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0ps1 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. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 118 lb uplift at joint 4, 504 lb uplift at joint 2 and 135 lb uplift at joint S. 7) "NAILED' indicates 3-1 Od (0.148°xT) or 2-12d (0.148°x325') toe -nails per NDS guidlines. 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: 1-4=-70, 5-8=-20 Concentrated Loads (Ib) Vert: 11=116(F=58, B=58) 13=-74(F=-37, B=-37) 14=105(F=52, B=52) 15--4(F=2, B=2) 16=56(F=28, B=-28) Walter P. Finn PE NoIN39 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd Tampa FL 33610 Date: September20,2019 Q WARNING- V.HfydeegnP.tereend REABNOTESONTNISANOINCLUBEOMITEKREFERANCEPAGEMI747amx. 101V2016BEFOREUSE. Design volld for use only with MnekO connectors. this design Is based only upon parameters shown and Is for an Inc Mdual building component, not a truss system. Before use, the burcilng designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bustling design. Bracing Indicated is to buckling of Individual truss web and/or hord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse will possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of musses and truss systems, seeANSUfPII Qua Ciliate, DS349 and SCSI Building ComponentSafety 6904 Parke East Blvd. Infonnutionovallabie from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, 1 33610 Job Truss Truss Type Ply LESSIN PORCH/Q57836 T18161984 763a0 V5 VALLEY �Qty 2 1 Job Reference (optional) unambers I toss, Inc., ton Ylerce, rL muzu s Aug zu eu1 u mu ex mausmes, Inc. rn oep zu ua:ao: ra zu ra raga l ID:"IBBXrWz52mwg7N47NTZnz00tp-xloVPGsgrJVaRJ3phygD485hijFOYByjnH22Pdybnrl 4.8.0 4-B-0 3x6 = 3x4 i 3.4 II 3x4 = 3 4 Scale = 1:14.5 LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (loc) WellUd PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25. TC 0.59 Vert(L-) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.38 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES We 0.00 Horz(CT) -0.00 4 rda n/a BCDL 10.0 Code FBC2017/rP12014 Matri Weight: 18lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-8-8 oc pudins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (lb/size) 1=217/5-8-8,4=217/5-8-8 Max Hom 1=89(LC 12) Max Uplift 1=-80(LC 12), 4=-110(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psY BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 4-8-0, Exterior(2) 4-8-0 to 5-6-12 zon%C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) Gable requires continuous bottom chord hearing. 4) This truss has been designed for a 10.0 pet bottom chord live load nonconcument 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 80 lb uplift at joint 1 and 110lb uplift at joint 4. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert 9934 6904 Parke East Blvd. Tampa FL 33910 Date: September 20,2019 Q WARNING- Vedfydeelgnperemefenand RFAONOMSONTNISANDINCLUDEOMR KHEFENANCEPAGEM/1-74n.v. 10,0320156EFOBEUSE Design valid for use only with Mgekw connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a muss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design Into Me overall building desgn. Bracing Indicated Is to prevent buckling of Indivdual muss web and/or chord members only. Addiflanal temporary and permanent bracing M!Tek' S always required for stoblty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the storage, delivery, erection and bracing of trusses and truss systems, weANSUlpll Goal IN Criteria. D3549 and SCSI Building Component 6904 Parke East Blvd.fabrication, Safety Infoenallorrovalloble from Truss Rate Institute, 218 N. We Street Suite 312, Alexandria, VA 22 14. Tampa, FL 33610 Job Truss Truss Type 0ty Ply LESSIN PORCH /057836 T78161985 76300 V7 Valley 2 1 Job Reference firptionaft cnambers I was, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MITek Industries, Inc. Fn Sep 20 08:46:20 2019 Page 1 I D:vs188%rWz52mwg7N47NTZnzOOtp-PDCtcctScNdR3Se0FfBSdLewr7dRHdMsOxnbx3ybnrH 3.4 II 3 5 4 30 i 2.3 II 3.4 II LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (too) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TIC 0.37 Vert(LL) Na - Na 999 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(CT) Na - Na 999 BCLL 0.0 ' Rep Stress Incr YES W13 0.12 HOMPT) 0.00 Na Na BCDL 10.0 Code FBC2017/TP120I4 Matnz-P LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD SOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=9817-8-8, 4=13177-8-e, 5=386f7-8-8 Max Harz 1=153(LC 12) Max Uplift 4=-71(LC 12), 5=-208(LC 12) Max Grav 1=98(LC 1).4=133(LC 17), 5=392(LC 17) FORCES. (lb) -Max. CompJMax. Ten. -Ali forces 250 (Ib) or less except when shown. WEBS 2-5=-306/397 PLATES GRIP MT20 244/190 Scale = 1:19.4 Weight: 28lb FT=20% Structural wood sheathing directly applied or 6-0-0 oc pudins, except end vedicals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.1 B; MI (directional) and C-C Extedor(2) 0-8-12 to 3-10.4, Intedor(1) 3-10-4 to 7-6-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom choral bearing. 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-M wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 Its uplift at joint 4 and 2081b uplift at joint 5. Waiter P. Finn PE No.22839 fdTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Data: September 20,2019 Q WARNING-Vadry dwiso parameremend READ NOTES ON MIS AND INCLUDED MilREF£RANCE PAGE M614Pa Orr. 161csc?015 BEFORE USE Design valid for use only with MOeaD connectors. This design Is based only upon parameters shown, and Is for an Individual bulldIng component, not a truss system. Before use, the building designer must verify me appllcobllity of design parameters and properly Incorporate this tleslgn Into the overall building tleslgn. Bracing Indicated a to prevent budding of Individual truss web and/or chord members only. Additional temporary and permanent bidding M!Tek' Is always required for stability and to prevent collapse wlih possible personal Injury and property damage. For generol guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and huss systems, seeANSUfPII Quality Criteria, DS249 mid ICSI Building Component 69U Parke East Blvd. Safety Informallanovallable from Truss Fate Institute. 218 N. Lee Sheet. Suite 312, Alexandria, VA 22314. Tahoe. FL 33610 Job Truss Truss Type Oty Ply LESSIN PORCH/057836 T78181986 76300 V9 Valley 2 1 Job Reference (optional) Gnambers Imes, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Fri Sep 20 08:46:20 2019 Page 1 ID:vsI8BXrWz52mwg7N47NTZ 0Otp-PDCIccIScNdR3SeOFfBSdLetN7cgHdlsOomb)t3ybnrH 3x4 II Scale: 1/2S1' 3 3x4 i 2K3 II 43x4 II LOADING (psf) SPACING- 2-M CSI. DEFL. in (roc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 SC 0.31 _ Verl rVa - n/a 999 BCLL 0.0 Rep Stress Incr YES W B 0.12 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 36lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=142/9-8-8, 4=173/9-8-8, 5=480/9-8-8 Max Horz 1=197(LC 12) Max Uplift 4=-94(LC 12), 5=-258(LC 12) Max Grav 1=142(LC 1), 4=176(LC 17), 5=488(LC 17) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-5=-376/411 Structural wood sheathing directly applied or "-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; Irl B=45ft; L=24ft; eave=4ft; Cat. II; E1pi C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-8-12 to 3-8-12, Interior(l) 3-8-12 to 9.6-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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-M wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94lb uplift at joint 4 and 258 lb uplift at joint 5. Walter P. Finn PE No.22839 MTek USA Inc. FL Cad 6634 6904 Parke East Bind. Tampa FL 33810 Date: September 20,2019 Q WARNWG- Vedlydedgnp..mete...JREADNDIESONMXMDINCLUDEDUI KREFERANCEPAGEW74M.x. 10 W15BEFOREUSE Design valid for use only with MOea connectors. fits design Is based only upon parameters shown, and Is for on Indlvlduol building component, not � a truss system. Before use. the building designer must venfy the applicability of design parameters and property Incorporate this design into Me overall building design. Bracing Indicated is to prevent bucNing of Individual muss web and/or chord members only. Additional temporary, and permanent bracing MiTek' Is always requeed for stablllN and to prevent collapse with possible personal lNury and property damcge. For general guidance regarding the fobricaflort storage, delivery, erection and bracing of musses and truss systems. seeANSV7I1 Guar" Criteria. pill and SCSI Bull Component 69M Pake East Blvd.saby m tfoonatbnovcilabie from Truss Plate Insill 218 N, Lee Sheet, Suite 312. New ntlrlo, VA 22914. Tampa, FL 33610 Job Truss Truss Type Oty Ply LESSIN PORCH/057836 T78161987 76300 V11 Valley 2 1 Job Reference (optional) Chambers Thus, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Fri Sep 20 08:46:14 2019 Page 1 ID:vslBBXrWz52mwg7N47NTZnz00tp-b3rcMZohOXtILXBsuP42N40ogiW ptud_e7KHjPybnTN Scale=1:27.3 3x4 i 5 43.4 II W II LOADING (psp SPACING• 2-0-0 CSI. DEFL in (lea), WallL/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) We - n/a 999 MT20 244/190 TCDL 15.0 LumberDOL 1.25 BC 0.47 Vert(CT) rda - rda 999 BCLL 0.0 ' Rep Stress Inca YES W B 0.13 HOrz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 44 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD SOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=177/11-8-8,4=209/11-8-8,5=589/11-8-8 Max Horz 1=242(LC 12) Max Uplift 4=-113(LC 12). 5=-317(LC 12) Max Gmv 1=177(LC 1).4=212(LC 17), 5=598(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-276/142 WEBS 2-5=461/451 Structural wood sheathing directly applied or 6-M oc pudins, except end verticals. Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=3.Opsf; h=15h; B=45f1; L=24ft; eave=4N; Cat. IC Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-8-12 to 3-8-12, Interior(l) 3-8-12 to 11-6-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 pat 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 113 Ib uplift at joint 4 and 317 Ib uplift at joint 5. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33910 Date: September 20,2019 Q WARNWG - Vedly design pemmerers end READ NOTES ONTNIS AND INCLUDED MREK REFERANCE RAGE MD74n mx. I hA1Qa15 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 Moss system. Before use, the bullding 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 Muss 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 Me fabrication, storage, delivery. erection and bracing of Musses and Muss systems, seeANSVIPl1 Quail Criteria, DSB419 and SCSI Building Component 6904 Parke East Blvd. Safely Infoanalbnavaloble from Truss Plate InsMtnte, 218 N. Lee Street. Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply LESSIN PORCH 1057836 T1B761988 76300 V13 �Qty Valley 2 1 Job Reference (optional) Gnambers I ruse, Inc., ran eleme, rL e.421) s Aug LB zeta MI I ex mauemee, Inc, rn Sep zu Ua:4b:Ta zUlu rage i ID:v I88xrWz52mwg7N4?NTZnzOOtp-3FP ZvpJnr19zhl2S6bHwix4N6vxcLm7sf4gGsybnrM 13.8-8 13-B-8 3x4 i 5 8 2x3 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udetl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Ve It I( n/a - n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.22 Vert(CT) n/a - War 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(CT) 0.00 4 n1a n/a BCDL 10.0 Code FBC2017/rPI2014 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOTCHORD 2x4SPM30 WEBS 2x4 SO No.3 BOT CHORD OTHERS 2x4 SO No.3 REACTIONS. (lb/size) 1=211/13-8-8,4=243/13-8-8.5=701/13-8-8 Max Horz 1=287(LC 12) Max Uplift 4=-131(LC 12), 5=-377(LC 12) Max Only 1=211(LC 1), 4=324(LC 17), 5=750(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-297/164 WEBS 2-5=-546/473 Scale: 3/8-=1' 3 4 3x4 11 PLATES GRIP MT20 2441190 Weight: 62 lb FT=20% Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=4.2psh BCDL=3.Opsf; h=15ft; B=45N; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C EMerior(2) 0-8-12 to 3-8-12, Intedor(1) 3-8-12 to 13-6-12 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcument 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 bosom chord and any other members, with BCDL = IO.Opsf. 5) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 131 lb uplift at joint 4 and 3771b uplift at joint 5. WafterP. Rnn PE No22S39 MTek USA Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2019 QWARNING-Verity tleatgn pnnmerere era READ NOTES ON MIS AND INCLUDED MA]EKNEFEAANCE PAGE MLLT4l3rev. total BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an IndNldual bullding component, not a truss system. Before me. the building designer must verify the applicability, of design parameters and properly incorporate the design Into the overall bullding design. Bracing lntlicoted is to prevent buckling of lnolvduol tens web and/or chord members only.Additional temporary and permanent bracing MiTek- Is always requlred for stability antl to prevent collapse with possible personal Injury and property damage. For general guldonce regarding tea fobdcatfoo, slorcge, delivery. erection and bracing of trusses and tens systems, WCANSVIP11 Quality Cdfedo, V3549 and SCSI Buli ing Component 6904 Parke East Blvd. Safety InfoenaNanovallabie from Truss Plate Institute, 218 K Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oly Ply LE86IN PORCH/Q57836 T1B761989 76300 V1S GABLE 2 1 Job Reference (optional) cnamoers I was, inc., "a rrerce, rL naeus Augeeeulmmiiexmausmes,ma. rnoep euuo:9o:IVAVIa 3x4 8 2x3 II 11 7 2x3 II LOADING (pst) SPACING- 2-0-0 CS'. 'EL. in (roc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25. TC 0.25 Ved(LL) n/a - n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.14 Vert(CT)rVa - n/a 999 BCLL 0.0 Rep Stress that YES We 0.16 Hom(CT) 0.00 6 rVa rVa BCDL 10.0 Cade FBC2017/TPI2014 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except' TOP CHORD 4-5: 2x4 SP No.3 BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 15-8-8. (Ib) - Max Hom 1=294(LC 12) Max Uplift All uplift 100 lb or less atjoint(s) 6 except 8=-314(LC 12), 7=-248(LC 12) Max Grsv All reactions 250 Ib or less at joint(s) 1, 6 except 8=586(LC 17), 7=531(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 331/176 WEBS 2-8=-453/390,3-7=-369/418 3x6 = 3x4 II Scale=1:34.0 4 5 63x4 II PLATES GRIP MT20 244/190 Weight: 65 lb FT=20% Structural wood sheathing directly applied or 6-0-0 no puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=151t; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-8-12 to 3-8-12, Intedor(1) 3-8-12 to 13-10-8, Extedor(2) 13-10-8 to 15-6-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 pet bottom chord live load nonconcument with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except (jt=lb) 8=314, 7=248. Walter P. Finn PE No.22839 Mi rek USA, Inc. FL Cent 6614 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2019 Q WARNING -WAMY desr9nperamel.rv,dBEAD NOTES ON TNISAND INCLUDEDNITEKBEFERANCEPAGEN67M.J .. I0,03CM)I5BEFORE USE Design valid for use only with Mgek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a huss system. Before use, the bulldhg designer must verity the appicoblI y of design parameters and properly hcorporate this design Into the overall bulding design. Bracing Indicated Is to prevent buckling of Individual tray web antl/or Chord members only. Additional temporary and permanent blactng MiTek- Is always required for stoblity, and to prevent collapse with possible personal Injury and property damage.. For general guidance regarding the fabdcation storage. delivery, erectlon and bracing of trusses and truss systems, seeANSUTPIT Quality Criteria, DSM9 and ICSI Bultlb0 Component 6904 Parke East Blvd. Safety Informotbinvaicble from Tmw Plate Institute. 218 N. Lee Sheep Sure 312. Alexanddo. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply LESSIN PORCH/057836 T781fi1990 76300 V17 GABLE 2 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 s Aug 28 2019 MiTek Industries, Inc. Fri Sep 20 08:46:16 2019 Page 1 ID:V5188XrW z52mwg7N47NTZnz00tp-XSzNmFgxYB70arKEOp7 W SVTC3W 99LnAH5JpOolybnrL 13-10.8 17-&8 7 SAO-! 3-10-0 3x4 G 2x3 II 3x8 = 2x3 11 Sea = 3x4 II Scale=1:35.2 4 12 13 5 Saxe 11 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/rP12014 CS'. TC 0.49 BC 0.61 WB 0.19 Mabix-S DEFL in (too) Udell L/d Vert(LL) n/a - Iva 999 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 6 n/a rVa PLATES GRIP MT20 .. 244/190 Weight: 71 Ile FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, 4-5:2x4 SP No.3 except end verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 17-8-8. (lb) - Max Horz 1=294(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) except 6=-103(LC 9), 9=-303(LC 12). 7=-288(LC 12) Max Grant All reactions 2501b or less at joint(s) 1 except 6=268(LC 18). 9=557(LC 1), 7=648(LC 17) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-316/160 WEBS 2-9=-439/366, 3-7=-439/469 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; save=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 13-10-8, Exterior(2) 13-10-8 to 17-6-12 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chard bearing. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 103 Ito uplift at joint 6, 303 lb uplift at joint 9 and 288 lb uplift at joint 7. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert8834 6904 Parts East Blvd. Tampa FL 33810 Date: September 20,2019 Q WARNWG-Vedry dest9A pwaradireend READ NOTES ON MIS AND MCLUDED MGEK REFERANCE PAGE all rev. 1621'12915 BEFORE USE Design valid for use only with MpeW connectors. This design Is based only upon parameters flown, and Is for an Individual building component, not a truss system. Before use, the bulltling designer must verify the oppllcalosmy of design parameters and properly Incorporate mis design into the overall buildingdesign. Bracing Indicated Is to buckMgofindMduoitruss web and/or chord members only. AddillonaltemWraryandpermonentbrocing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general gultlance regarding the fabrlcotlom storage, delivery. erection and bracing of trusses and taus systems, WeANSUVII Qua1M Criteria. D3049 and SCSI Building Component 6904 Parke East Blvd. Safety snformallarovolloble from Truss Plate Institute. 2W N. Lee Street Suite 312, Alexancift VA 22314. Tampa, FL 33610 Jab Truss Truss Type Oty Ply LESSIN PORCH/Q57636 T78161991 76300 V19 GABLE 2 1 Job Reference o Bonal ,s emoess i russ, Inc., ran rierce, rL 13.10 5.00 12 2x3 II 2 12 1 3x4 11 W II 10 3x6 = a.JZU S Aug 26 ZU19 MI I ex maustnf ID:vslBBXrWz52mwg7N4?NTZnzOOlp.?eWl brZJS 79 5- 3x6 = 4 14 15 24 II 3 13 9 2x3 II Inc. rn bep ZU Ua:4b:1 / ZUl a rage 1 3?vRaXel?jOMcwVn4E60KzZxKkybnrK 3 Scale =1:35.9 2.3 II 3.4 II 5 6 a 73x4 II 2x3 It Plate Offsets (X Y)-- [4:0-3-0 0-2-4] LOADING (psf) SPACING- 2-" CSI. DEFL, in (lac) Met L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 ., Vert(LL) We - r/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert(CT) n/a - Na 999 BCLL 0.0 ' Rep Stress Incr YES W B 0.21 Horz(CT) -0.00 7 Na rJa BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 84 In FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 -Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, 4-6: 2x4 SP ND.3 except end verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 19-8-8. (Ib) - Max Horz 1=294(LC 12) Max Uplift All uplift 100 lb or less at join(s) except 7=-119(LC 18), l l=-302(LC 12), 9=-289(LC 12), 8=-220(LC 9) Max Grav All reactions 250 1b or less at joint(s) 1, 7 except 11=557(LC 1), 9=645(LC 17), 8=574(LC 18) FORCES. (lb) - Man Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2- 326/172 WEBS 2-11=-438/367, 3-9=-438/456, 5-8=-361/319 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ff; B=45N; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and CC Exterior(2) 0-8-12 to 3-8-12, Intedor(1) 3-8-12 to 13-10-8, Exterior(2) 13-10-8 to 18-0-0, Interior(1) 18-M to 19-6-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 lost 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-" tall by 2-M wide 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 119 lb uplift at joint 7, 302 Ib uplift at joint 11, 2891b uplift at joint 9 and 220 lb uplift at joint 8. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 66M Nat Parke East ENd. Tampa FL 33610 Data: September 20,2019 ©WARNWG-Vedfydes(gnp....fenaedREAONOT SONMSANDN'CLUDEDURKREFERANCEPAGEM 74M3 v.fODYl015BEFOREUSE Design volid for use only with Mirek®connectors. This design Is based only upon parameters shown, and is for an IncMdual building component, not a uuw system, estate use, the bulldIng designer must veiny the opplicobllry of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent bustling of lndNldaal hust web and/or chord members only. Additlonal temporary and permanent bracing MiTek' Is always recalled for stability and to prevent collapse with possible personal injury and property, damage. For general guldance regarding the fabrication storage, delivery, erection and bracing of trusses and truss systems. seeAN51/IPII Quality CMorts. DSB49 and Bal Building Component 6904 Parka East Blvd. Safety Infomralbrgvcilobie from inns Rote In lcule. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Thus Type Ply LESSIN PORCH/057836 Ttetfi1992 76300 V21 GABLE �Qty 2 1 Job Reference (optional) unamoers I was, Inc., ran Pierce, rL 3x4 a.A[ue Augeeema MiieRmowmes,mc. rn aepmuo:.oao zu is raue. ID:vsl88XrW z52mwg7N47NTZnz00tp-Tg47BxrC4mNkg9Ud7E9—XwZXVK2phlaZdlVsAybnrJ 10 9 3x6 = 2x3 II Scale=1:36.9 Us 2x3 II 3x4 II 4 14 5 15 6 LOADING (psf) SPACING• 2-0-0 CSI. DEFL. in (lac)/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) n/a - n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert(CT) n/a - n/a 999 BCLL 0.0' Rep Stress lncr YES WB 0.22 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-S 8 2x3 II ,3x4 It PLATES GRIP MT20 244/190 Weight: 90 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purins, 4-6: 2x4 SP No.3 except end verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 21-8-8. (Ib)- Max Horz 1=294(LC 12) Max Uplift All uplift 1001b or less atjoint(s) 7 except 11=-303(LC 12), 9=288(LC 12), 8=-229(LC 9) Max Grav All reactions 250 lb or less atjoint(s) 1, 7 except 11=558(LC 1), 9=643(LC 17), 8=599(LC 18) FORCES. gb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-024/169 WEBS 2-11=-438/366, 3-9=-436/451, 5-8=-069/315 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psQ BCDL=3.Opsh, h=15tt; B=45ft; L=24tt; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 13-10-8, Extedor(2) 13-10-8 to 18-0-0, Interior(l) 18-M to 21-6-12 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except 61=11i) 11=303, 9=288, 8=229. Walter P. Finn PE No.22839 MTek US/4lnc.FLCedOU 6904 Parke East Blvd. Tampa FL 33810 Date: September 20,2019 Q WARNING - Verity des11.14 .afans antl READ NOTES ON THIS AND MCL UDED MREK REFERANCE PAGE Mb14M.. lGooMeD IS SEFORE USE Design valid for use only with MBels� connectors. iNs tlalgn is basetl only upon parameters shown, antl is for an lntlNltlual bulltling component, not a buss system. Before use, me building designer mustve" me opprtcablliy of tlaslgn parameters and property Incorporate rule tlaslgn Info the overall bulltling tleslgo- Bmcingintlicatetl is to buckling of lndivldualfiuss web antl/arc hold members only. Atltlltlonal temporary and permanent bracing MiTek' prevent u always requv d tot stpblllty antl to prevent collapse with possible personal injury and property tlom.ge. For general gultlonce regortling Ma fabeaaXon, storage, delNery, erection antl bracing of muses antl truss systems, see/Ui3 11 Gu.IM CabM. Dal 9 ond 1C311u1dh0 Cempenenl 6904 Parke East Blvd. Tampa, FL 33et0 S.rety Inf...."0". from ➢uss Plot. InstlVe, 21 a N. Lee Sri..,, SuBe 312, Alexandria VA 22 14. Job Truss Truss Type city Ply LESSIN PORCH /057836 T181fi1993 76300 V23 GABLE 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.320 a Aug 28 2019 MiTek Industries, Inc. Fri Sep 20 08:46:19 2019 Page 1 ID:vs188XrWz52mwg7N4TNTZnz00tp-x19VPGsgr3VaRJ3phygD485tvj9SY7dnH22Pdybnrl 13-10-8 23-8-8 13-10-8 9.10-0 Scale=1:39.9 M 2.3 II 3.4 II 3x4' 10 9 8 7 2x3 11 5x6 = 24 11 3x4 11 Plate Offsets (X ))— t4.0-3-00-2-41 19:0-3-00-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vclefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LIE) n/a - rVa. 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WE 0.26 Horz(CT) 0.00 7 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-S Weight: 96 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, 4-6: 2x4 SP No.3 except end verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 23-8-8. (lb) - Max Horz 1=294(LC 12) Max Uplift All uplift 100 It, or less at joint(s) except 7=-112(LC 9), 9=-271(LC 12), 8=-268(LC 9), 10=-3D4(LC 12) Max Grav All reactions 250 Ib or less atjoint(s) 1 excep17=276(LC 17), 9=597(LC 17), 8=722(LC 17), 10=558(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOPCHORD 1-2=-331/171 WEBS 3.9=-402/427, 5.8=-445/375, 2-10=-440/368 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 13-10-8. Exterior(2) 13-10-8 to 18-1-7, Intedor(1) 18-1-7 to 23-6-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pat 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, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1121b uplift at joint 7, 271 lb uplift at joint 9, 268 lb uplift at joint 8 and 304 lb uplift at joint 10. Walter P. Finn PE No.22839 III ek USA, Inc. FL Carl SSU 6904 Parke East Blvd. Tampa FL 33610 Date: September 20,2019 Symbols PLATE LOCATION AND ORIENTATION 1 3/, Center plate on joint unless x y offsets are Indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0- 1 10 —[J�� For 4 x 2 orientation, locate plates 0-'1ie from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. • Plate location detalls available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION �M � M� Indicated by symbol shown and/or by text In the bracing section of the output. Use T or I bracing if Indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 I dimensions shown in sixteenths scale) IIyl (Drawings not to scale) JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311,ESR-1352,ESR1988 ER-3907, ESR-2362 ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing.e always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces Themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor. property owner and all other interested parties. S. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully• knots and wane at Joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, This design is not applicable for use with fire retardant, preservative treated, or green lumber. _10. Camber is a non-structural consideration and is The responsibility of truss fabricator. General practice Is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, If no ceiling Is installed. unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter Truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or Treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture In accordance with ANSI/[Pi 1 Qualify Criteria.