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HomeMy WebLinkAboutTruss249 Maitland Ave, Suite 3000 Altamonte Springs,. FL 32701 P: (321)972-0491 1 F: (321)972-0484 1 E: info@fdseng.com Website: www.fdseng.com CA#9161 ENGINEERING ASSOCIATES June 6, 2019 Building Department Ref: Lot: Subdivision: Address: Model: KA # Truss Company: Date .of drawings: Job No.: Wind, Speed: Exposure: Truss Engineer: Adams Homes 18 Bl 81 Sec 9 Indian River Estates 5811 Balsam Drive 1755 BLH 19-4063 Builders FirstSource 6-6-19 17261138 160 C Joaquin Velez. To whom it may concern, RECEIVED AUG 14 2019 ST.'Lucie County, Permitting We have reviewed.the truss design package for the project referenced above. This truss package complies with the, original design intent and the underlying structure will accommodate all indicated loads. We approve the truss package without comment based upon the truss layout and truss profiles supplied to us by the Truss Company with truss profiles sealed by the Truss Engineer. Please note, this review is. only for general conformance with the design concept of the project. Contractoror sub -contractor is responsible for matching all structural components and details . shown in the construction documents. Contractor or sub -contractor is also responsible for confirming all quantities'and dimensions; selecting appropriate fabrication processes and techniques; and coordinating work with all other trades. Note: Truss ID's may .vary. If you have any questions, please do not hesitate to call. Sincerely, 6/6/20.19 Carl A. Brown, P.E. FL. # 56126 ,6�0l�!➢da(e i �a�a 4 e No 82126 S�TE OF : tti' 191031eeo' -A G® "Doing Business with a Service Mindset and an Eye for Detail" 54-08-06 % �► U REVISE AND RESUBMIT { .REVIEWED .»ITN N.OTATlM .0 NOT REVIEWED See Explanation) orrections 4 corimInts. made on equipment au. bmitfals Or aF .p draWings during thii 'reviexv do not r®!lava' cot tractor #trier) cgnplianoe with requirements at tale fiaraw- §rgs and 0eicifzcations. This check is do y ibr review of general _confeormanci9 with ths. design concept of the PrQieat'arid general compliance with the information given in the contract docurnents. The &ontractc T is responsible fdr confirming and correlating all gpantl.des aha di.men- si.6ns;, selecting' fabricatian processes and techniques o` cor7struction; .cocrdinating his Work with fat of a hotter' trades And performing his work in a safe and sat t a; to y manner. FLORIDA € ESIGN SOLUTIONS, INC. .ubitiMaj No. _ Proied No. ---Project Erin. 6 VEr6Y ALL DIMENSIONS AM CE LIN3 COHOnOrS'P14OR TO APPROVAL 901E CEftM FR U M REQUIEM IN FIELD BY BIDDER leer DID FORCE IESnTV0 SYSTEYICC HVMD WID ASQrb1E ENCLOSED IMPORTANT .. EXPOSURE CATEGORY C .. oea►AHereATEaoRrs This Drawing Must Be Approved And woo IaFa,Fo aPH woa ssoRrANra rAeroR,m �� . Returned Before Fabrication Will TTalSSES HAVE REEK CESMWD FORA,Ga PSF aorror coin Lrm LOAD Begin. For Your Protection Check AN NONCONCLEUNENTwnrANr°THDTuuELOAvs DlmenslonsAnd Conditions Prior To APPam' ROOF LOADING FLOOR. LOADING SIGNATURE BELOELO I RE BW INDICATES ALL NOTES AND DIMENSIONS HAVE TOLL- 20 PSF TCLL 40 PSF BEEN ACCEPTED_. TCDL- 07 PSF TCDL• 10 PSF BCDL• 10 PSF BCDL- S Pilo BY Date TOTAL 37 PSF TOTAL 55 PSF DURATION: 1.25 DURATION: 1.00 CAUTIONM DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE. ENGINEERING DRAWINGS AND BSCI-81 SUMMARY SHEETS. ALLPERMANENT BRACING MUST BE IN' PLACE .PRIOR' TO LOADING TRUSSES: (le. SHEATHING, SHINGLES, ETC.) ALL INTERIOR . BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING, TRUSSES. REFER TO, FINAL . ENGINEERING SHEETS FOR THE FOLLOWING. 1)'NUMBER OF GIRDER; PLIES 'AND' NAILING -SCHEDULE 2) BEARING' BLOCK REQUIREMENTS, 3) SCAB DETAILS OF REQUIRED) 4) UPLIFT AND GRAVITY REACTIONS. WARNING Baekehaipes Will Not Be Accepted Regardless of Fault Without Prior Notification By Customer Within 48 Hours And Investigation By Builders Fist Source NO EXECPTIONS. The General Contractor te Responsible For All Connections Other Ttlan.Tnlss • to Tens, Gable Shear Wail, And .Connectians. Timporarj and Permanent Bracing, And Calling And Roof Diaphragm Connections. ROOF PITCH: W12 CEILING PITCH: 31`12 TOP CHORD Ste: 2 X 4 BOTTOM CHORD SIB: 2 X 4 OVERHANG LENGTH: Ir. END CUT: Plumb .CANTILEVER: TRUSS SPACING: 24" BUDDING CODE FBC2017 BEARING HEIGHT SCHEDULE BUILDER: .. Adams Homes PROJECT- Single.Family MODEL- 1755 B 14X10 LANAI ADDRESS: 5611 BALSAM DR LOT I BLOCK .. 1818119 - SUBDMSIOI CITY: FORTPIERCE_ DRAWN BY: K TEUBER J.013#:l 18116,89 DATE: 06/0512019 SCALE NTS PLAN DATE: 2019 REVISIONS: 1. Z 3. 4. ICIM FrstSpume 4408 Airport Road Plant Clty, FL 33563 Ph. (813) 3054300 Fax (813) 3054301 Lumber design values are in accordance with ANSI/TPI.1 section 6.3 - These truss designs rely on lumber values established by others. RECEIVED MiTek..: AUG 14 2619 : RE: 1.811680 - LOT 18/8.1/9:FT PIERCE/INDI . ST. Lucie.County, Permitting MiTek USA, Inc:: Site Information:.. ... :.:Parke.East Blvd... 6904 Tampa, FL 3361074115 Customer Info:. ADAMS HOMES :.Project Name: 1.811680 Model: 1755.B;10X14 Lot/Block: 18/81/9 Subdivision: FORT PIERCE/INDIAN RIVER. ESTATES:: Address:, 5811 BALSAM DR,. - .. . City: FORT:PIERCE State: FLORIDA Name Address and License.# of Structural Engineer of Record, If there is one, for the building. ame: . , , License #:.. Address: City: State: General, Truss Engineering Criteria& Design. Loads (Individual.Truss Design_ Drawings Show -Special_ • Loading.Conditions):: Design Code-.'.FBC2017/TP120:14 Design. Program: MiTek.20/20 8.2 :'Wind Code: ASCE 7-10 Wind Speed: 160 mph: Roof Load: 37.0 psf Floor Load. N/A psf This package includes 36 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 No. Seal#. - Truss Name ;Date. 1 T17262627- A01 6/6/19,: 23 T17262649 D01 B 6M/:19 2 T17262628 A02 6/6/19 24 • • T•17262650 D03 6/6/19 3 T17262629 A03 6/6/19 25 = : T17.262651 D04 6/6/19 4 T17262630 A04 6/6/19 26 :. T17262652 E3 6/6/19 5 ' T1726263.1 . A05 6/6/19.. 27 T17262653 •E5P .6/6/19 6 T17262632: A06B 6/6/1.9..: 28 T17262654 E7 6/6/19.: 7 T17262633 A07B 6/6/19 : 29 T17262655 F01 6/6/19 8 . Tl-7262634 A08B ... 6/6/19 30 • T17262656 F02 6/6/19 9 T17262635 A09 6/6/19 31 -T.17262657 H3 6/6/19 10-T1-7262636 A10..:.. 6/6/19 3'2 . T.17262658 H3C '. 6/6/19 11 T17262637--All 6/6/19:_ : 33 T17262659 H5 :6/6/19. 12 T17262638: Al2 6/6/19 :' 34 T17262660--1­17 6/6/19 13 T17262639 A13 6/6/19 35 T17262661 1_01 6/6/19 14: .T17262640 A14 : - 6/6/19 36 .-,T17262662 L02 6/6/19 15 : T17262641 A15 6/6/19 16 T17262642 C1. .6/6/1.9,: 17 T17262643: C1C 6/6/19 18 T17262644: C1 P 6/6/19 19 -:. T17262645 C3 6/6/19' 20 Tl-7262646 C31? 6/6/19 21 T17262647 C5 6/6/19 22 T17262648.. D01 6/6/19, The truss drawing(s) referenced.above have been -prepared by MiTek USA,. Inc. under my direct.supervision based on the. parameters ���� P ' •� •�F� ��i� % O provided by Builders FirstSource (Plant City, FL). ,` ..; • '•• �� Truss Design Engineer:'s:Name: Velez, Joaquin . 182.: •.. My license: renewal date for the state of Florida is:February 28, 202 L .. IMPORTANT NOTE: The seal on these truss. component designs is a certification : T F. ATE O 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: param ete rs ��i �' �,4 O. F1 kV ' N shown(e.g:, loads, supports, -dimensions, shapes anddesigncodes), which were. �i�� . •+•'' �♦ given to MiTek or TRENCo. Any project specific information included is, for.MiTek's or , N AIL TRENCO's customers file reference purpose only, and was not taken into:account in the ��� 711I11t� preparation of -these designs. MiTek or TRENCO has not independently verified the Joaquin elez P N0.68182. applicability, of the design parameters or the designs for any particular building. Before use, : MiTek U , Inc: L:Cert 6634 - the: building designer should verify applicability of design parameters and properly 6004 Pa :East Ivd: Tampa FL,33610 incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. Date: Jarte 6,2019 Velez, Joaquin 1 of 1 Job " Truss Truss Type c y Qty Ply LOT 18/81/9 FT PIERCE/INDI T17262627 1811680 A01 Roof Special 3 1 Job Reference (optional) ouuuerS nmlov kr a n i Ly; rL/, rlaru Idly, rL -,00001, _ 8.240 s May '1 A ZU I tf IVII 1 eK Inaustrles,,Ina. Inuiun 0 utm o:12 20119 rage, t ID:UFLsKgoi2lTgRmwAjjSQPzBAGN-gWcBgH4Nuwl hdyYY_P6WQ_e?p4wGNy0EztkDozz93KT �1 5-1-7 10-5-14 - 16-8-0 22-11-5 i 28-0-0 33-4-0 34-8-Oi ' 1-4-0 ' S 4 7 6.2.2 6-3-5 . 5-0-11 ' S-4-0 14 _0 Scale: 3/16°=l' • 4x10 MT20HS = 6.00 FIT Ll LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 6.0 BCDL 10.0 5 0 T c ' Iv 0 5x8 c 3.00 12 L 2xa II ^2xh Il 14-8-12 10 qy6 c 6x8 1\ �• 5 . _ I 2x4 II 3x8 MT20HS 11 23-2-12 ' I 6-10-2 i 14-4-0 i 1g-7-4 : :22-5-2 22-11-5 25-0-0 T4.-,0 6-10-2 7-5-14. S-3-4 2-9-14 -6• '. 5-:4 0.3-7 - " [2:0-2-3,Edgel, [2:0-4-6,Edgel, [6:0-4-0,0-3-01[8:0-0-4,Edge1, [8:0-0-4,Edge1 SPACING- 2-0-0 CSI. DEFL. in ,(loc) , .I/defl Ud PLATES GRIP Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.51 12-13 >786 240 MT20 244/190 Lumber DOL 1.25 BC 0.95, Vert(CT) -0.65 11-12 >614 180 MT20HS 187/143 Rep Stress Incr YES WB 0.79 Horz(CT) 0.35 8 n/a n/a Code FBC2017/TP12014 Matrix-MSH . Weight: 186 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-9-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: WEBS 2x4 SP No.3 4-0-0 oc bracing: 10-11 WEDGE WEBS 1 Row at micipt 5-12, 6-12 Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1305/0-8-0, 8=1305/0-8-0 -Max Harz 2=-276(LC 15) Max Uplift 2=-785(LC 10), 8=-785(LC 1.1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown... TOP CHORD 2-3=-4021/4287, 3-4=-3844/4091, 4-5=-3029/3266, 5-6=-2036/2314, 6-7=-2600/2883, 7-8=-2342/2614 BOT CHORD 2-13= 3619/3647, 12-13=-3101/3270, 11-12— 2170/2362, 10-11=-2090/2126, 8-10=-2055/2070 WEBS 3-13— 166/362, 4-13=-273/469, 4-12=-599/964, 5-12= 1993/2081, 6-12=-626/834, 7-11— 68/269, 7-10=-429/502 NOTES- 1) Unbalanced roof live loads have been considered for this design: 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=.124mph; TCDL=4.2psf; BCDL=5:0psf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Corner(3) -1-4-0 to 4-1-10, Exterior(2) 4-1-10 to 11-2-6; Corner(3) 11-2-6 to 22-1-10, Exterior(2) 22-1-10 to 2972-6, Corner(3) 29-2-6 to 34-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Bearings are.assumed to be: Joint 2 SYP. No.2 crushing capacity of.566 psi., 7) 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 2=785, 8=785. . . . Joaquin Velez PE.Nd,.68182 MiTek USA, Inc; Ft. CeR.6634 : 690d Parke East Blvd. Tampa FL 33610 Date: June 6,2019 A WARNING - VerUy design parameters and READ NOTES ON THIS ANUINCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is, based only upon parameters shown, and Is for an individual building component, not �- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to, prevent.buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ppT I VI� IQk• Is always required for stability and to prevent. collapse with possible personal injury and. property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Criteria, DSB-89 and SCSI Building Component :: 6904 Parke East Blvd. Safety Informationovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type . , Qty Ply LOT 18/81/9 FT PIERCE/INDI T17262628 1811680 A02 Roof Special 1 1 Job Reference (optional). tlurlaers hrstlource kmant Gny, rL), l-Ian1 l;rty, FL-,33b6/, a.24u S May, 13 zui g MI i eK maustrieS, Inc...Inu Jun 6 u8:lb:13 zui9 rage 1 I D: U FLsKgoi2lTg R rnwAjj SQPzBAG N-8iAW td57fD9YF67kY6dlzCAAZUG V6 PGOCXUn LPz93KS 10-5-14 16-8-0 22-11-5 28-0-0 33-4-0 34-8-0 1-4-0 5-1-7 5-4-7 .6.2-2 6-3-5 5-0-11 5-4-0 1-4-0 Scale: 3/16°=1' 0 4x10 MT20HS= 6.00 12. 5 5x8 - 3.00 12 _ .. r.: 4 2x4 .11 13-10-145X0 u ax6— 6x8 \1 2x4 13x8 MT20HS 23-2-12 14-4-0 20-5-2 . i 22-5-2 % 1-5 2e V 33 4 0 6-10-2 7-5-14 6-1-2 2-0-0 6-5 4-9-4 5-4-0 .. n.a-7 I'T 0 Plate Offsets (X,Y)-- [2:0-2-3,Edgel,[2:0-4-6,Edgel,[6:0-4-0,073-01,18:0-0-4,Edgel,[8:0-0-4,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc), I/defl Lid PLATES GRIP TCLL 20.0. Plate Grip DOL 1.25 TIC. 0.89 Vert(LL) .. 0.51 12-13 >786 240 - MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.65 11-12 >614 186 MT20HS 187/143 BCLL 0.0 .' Rep Stress Incr YES WB .0.79 Horz(CT) 0.35 8 n/a n/a BCDL 10.0 ....:Code FBC2017/TP12014 Matrix-MSH Weight: 184 lb FT = 20% LUMBER- BRACING - TOP CHORD- 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-9-6 oc purlins BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: WEBS 2x4 SP No.3 4-0-0 oc bracing: 10-11 WEDGE WEBS 1 Row at midpt 5-12, 6-12- Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1305/0-8-0, 8=1305/0-8-0 Max Harz 2=-276(LC 15) Max Uplift 2=-785(LC 10), 8=-785(LC 1-1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4021/4287, 3-4=-3844/4091, 4-5=-3029/3266, 5-6==2036/2314, 6-7= 2600/2883, 7-8=-2342/2614 BOT CHORD 2-13=-3619/3647, 12-13=-3101/3270, 11-12=-2170/2362, 10-11=-2090/2126, 8-10=-2055/2070 WEBS 3-13==i66%362, 4-13=-273/469, 4-12=7569/964, 5-12=-1993/2081, 6-12=-628/834, 7-11=-68/269, 7-10=-429/502 NOTES- 1) ,Unbalanced roof live loads have been considered for this design: 2) Wind: ASIDE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5:0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Corner(3) -1-4-0 to 4-1-10, Exterior(2) 4-1.10 to 11-2-6, Comer(3) 11-2-6 to 22-1-10, Exterior(2) 22-1-10 to 29-2-6, Corner(3) 29-2-6 to 34-870 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 - - 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) Bearings are.assumed to be: Joint 2 SYP. No:2 crushing capacity of:565 psi.: 7) Bearing at joint(s) 2 considers parallel to grairi value using ANSIlfPI 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 100 lb uplift at joint(s) except Ot=lb) 2=785, 8=785. Joaquin Velez PE,No.68182 MiTek USA, Inc. FL Cert.6634 6904 Parke East Blvd. Tampa FL 33610 . Date: June 6,2019 Q WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE'MII.7473 rev. 10/03I2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown,;and is for an Individual building component, not it o.truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ��T®k• Is always required for stability and to prevent collapse with possible personal injuryand property damage. For general guidance regarding the _ . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPll Quality Criteria, DSB-89.and SCSI Building Component 6904 Parke East Blvd. - Safety Informatlorlavoiloble from Truss Plate Institute, 218 N. Lee Street, Suite.312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type , Qty Ply I LOT 18/81/9 FT PIERCE/INDI T17262629 1811680 A03 Roof Special 1 1 Job Reference (optional) tsunaers rirslaource tr,ianl LAY,: ri_t, rlanl ia1y, rL -,Jdbbl, 1-4-0' 5-1-7 ' ' 5-4-7 .. t1.z4U S may l:1 zui u MI I eK mauslnes, Inc.. i.nu iun b ubn ba 4 zu-I`J rage 1 ID:UFLsKgoi2lTgRrnwAjjSQPzBAGN=dukv5z6dQXH PsGix6g8_VPjUuckrsW XRBDKtsz93KR 16-8-0 22-11-5 28-0-0 33-4-0 34-8.0, 6-2-2 6-3-5 1-40 Scale: 3/16°=1' 4xl0 MT20HS = 6.00 F12, 5 5x8 5::3.00 12 11-10-11� 8x6r 6x8 11 5x6 = 2x4 11 3x8 MT20HS II Plate Offsets (X,Y)-- [2:0-2=3,Edge], [2:0-4-6,Edge], [6:0-4-0,0-3-01, [8:0-0-4,Edge], [8:0-0-4,Edge1 LOADING (pst) -SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL . 1.25 TC- 0.89 Vert(LL) 0.51 12-13 >786 240 MT20 244/190 TCDL 7.0 Lumber DOL' 1.25 BC - 0.95 Vert(CT) -0.65 11-12 >614 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.35 8 n/a n/a BCDL 10.0 ..Code FBC2017/TP12014 Matrix-MSH Weight: 179 lb FT = 20 % . . LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-9-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: WEBS 2x4 SP No.3 4-0-0 oc bracing: 10-11' WEDGE WEBS 1 Row at midpt 5-12, 6-12. Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1305/0-8.018=130510-8-0 Max Harz 2=-276(LC.15) Max Uplift 2=-785(LC 10), 8= 785(LC 1.1.) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4021/4287, 3-4=-3844/4091, 4-5=-3029/3266, 5-6=-2036/2314, 6-7=-2600/2883,. 7-8=-2342/2614 BOT CHORD 2-13=-3619/3647, 12-13=-3101/3270, 11-12=-2170/2362, 10-11=-2090/2126, 8-10= 2055/2070 WEBS 3-13� 166%362, 4.-13=-273/469, 4-12=-599/964, 5-12=-1993/2081, 6-12=-628/834, 7-11=-68/269, 7-10=-429/502 . 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=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) -1-4-0 to 4-1-10, Exterior(2) 4-1-10 to 11-2-6, Corner(3) 11-2-6 to 22-1-10, Extedor(2) 22-1-10 to 29-2-6, Comer(3) 29-2-6 to 34-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 anyother 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) Bearings are assumed to be: Joint 2 SYP. No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSIIfPI 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 100 lb uplift at joint(s) except at=lb) 2=785, 8=785. Joaquin Velez,PE: Np.68182 MiTek USA, Inc. FC Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: June 6,2019 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to. prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent. collapse with possible personal Injuryand.property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSU11311 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Infonnadonovaliabie from Truss Plate Institute, 2.18 N. Lee Street, Suite.312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type t Qty Ply LOT 18/81/9 FT PIERCEANDI T17262630 1811680 A04 Common. 5 1 Job Reference (optional) ouauers rrrsrauurce lrianr Lrry,_rL1, ream L111y, rL-6JUbr, .. -1-4-01 5-1-8 10-5.14 1-4.0 5-1-8 5-4-7 3.00112 46 - u.24U S May 1 J,2U19 MI I eK maustrles, :Inc. I.nO Jun 6 08:15:15 2019 Page! . ID: UFLsKgoi2lTgRrnwAjjSQPzBAGN-55HH IJ7FBrPG UQH7fXfD2dG WJ l?9aNChgrztPlz93KQ 16-B-0 22-4-0 28-7-0 622 580 630 Scale = 1:57.5 4x6 9 I. a6 N P- I q. 6-i b-3 14 4.0 24-0-0 28-7.0 6-10-3 7-5-13 9-6-0 4-7-0 Plate Offsets (X,Y)-- [2:0-2 2,0-0-81,[4:0-3-0,0-3-41,[5:0-3-2,0-2-01 LOADING (psf) SPACING- 2-0-0:.: CSI. DEFL. in floc)' I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL ..:. 1.25 TC _ _ 0.81 Vert(LL) 0.42 10-11 >811 240 MT20 244/190 TCDL 7.0 Lumber DOL : 1.25 BC 0.74 Vert(CT) -0.73 9-10 >468 180 BCLL 0.0 .` Rep Stress Incr, YES WB ..0.57. Horz(CT) 0.22 8 n/a n/a- BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH . Weight: 145 lb FT = 20% LUMBER- BRACING - TOP CHORD' 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-5714 oc purlins, BOT CHORD 2x4 SP No.1 `Except except end verticals. 8-9: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-0-15 oc bracing. WEBS 2x4 SP No.3: WEBS 1 Row at midpt 6-10 . REACTIONS.. (lb/size) 2=1126/078-0, 8=1050/0-7-0 Max Harz 2=394(LC 10) 'Max Uplift 2=-700(LC 10), 8==566(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3349/2270; 3-4=-3120/2128,-4-5=-2217/.1644, 5-6=-155511191, 6-7=-1261/921, ... ... 7-8=-1018/801 BOT CHORD 2-11= 2294/3012, 10-11 =-1 80312588, 9-10=-936/1315.' WEBS - 3-11=-192/355, 4-1'1=-244/478, 4-10=-603/716, 5-10=-979/1502, 6-10=-106/330, - 6-9=-531 /550,'7=9=-650/1058 . .. .. 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=5.Opsf; h=15ft; Cat. II; Exp C; Encl., . GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1=4-0 to 4-1-10, Interior(1) 4-1-10 to 11-2-6, Exterior(2) 11-2-6 to 22-4-0, Interior(1) 2274-0 to'22-11-10, Exterior(2) 22-11-10 to 28-5-4 zone;C-C for members and forces & MWFRS. for reactions . shown; Lumber DOL=1.60 plate grip DOL=1.60 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) All bearings are assumed to, be SYP No.2 crushing capacity of 565 psi. 6) Bearing at joint(s) 2 considers parallel to grain value using'ANSI/TPI 1 angle to grain formula. Building designer should verify .capacity of bearing surface.:., ' 7) Provide mechanical connection (by others).of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) : .. . 2=70018=566. s. Joaquin Velez PE.No.68182 . , .. , . Mi rek USA, Inc. FL CedI13634 6904 Parke East Blvd. Tampa FL 33610 Date, u ne 6,2019 Q WARNING -Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1WO312015 BEFORE USE. Design valid for use only, with MiTek® connectors. This design Is, based only upon parameters shown,.and Is for an individual bulding component, not �` a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to. prevent.buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing " MITek° Is always required, for stability and to prevent.collapse with possiblee-personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTP11 Quality Cdteda, DSB-B9:and SCSI Building Component .. 6904 Parke East Blvd: Safety Informatlonovallable from Truss Plate Institute, 218 N. Lee Street Suite.312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type , t Oty Ply LOT 18/81/9 FT PIERCE/INDI T17262631 1811680 A05 Roof Special 2 1 Job Reference (optional)' ouuuats ntstauuiuu indnt,ldty, rt-), ridnt t,rty, r,t_ - agoor, 5-1-7 10-5-14 16-8-0 1-4-0 5-1-7 5.4-7 6-2-2 5x6 6.00 12 5 t5.Z4u s may 1-J'zul u MI I eK InauSines,. Inc." I nu aun b ut1:l b:16 zUl_y: rage 1 LL- I 1-I 6-3-5 Scale 1:58.6 .. .. .. ... 10 .. . . .. 9 3x8 . �5v12 = 6-1-12 10x12i= 6-101 14-4-0 22-11-5 26-10-0 28-0•q 32.0-0 6-10-2 7-5-14" 8-7-5 3-10-11 1-2-0 4.0-0 t'laie VTrseis tA,y)-- Iz:U-U-1 U,ttlQel, I4:U-J-U,U-:i-41, Ia:U'a-B,U-z-tlJ, Iti:U-J-U,U-:�-UJ, IyatlQe,U-tf-1'Lh 19:U-T-1"L,U-U-UI : : : : .. LOADING (psf) SPACING- 2-0-0- CSI. DEFL. in (loc)" I/defl Ud PLATES GRIP TCLL 20;0 Plate Grip DOL .. 1.25 TC 0.87 Vert(LL) 0,51 13-14 >748 240 : MT20 244/190 TCDL • 7.0 LumberDOL1.25 BC 0.64 Vert(CT)"-0.6513-14 >584 180 BCLL .0.0 .' Rep Stress Incr YES WB .0.73 Horz(CT) .. 0.32 9 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight: 172 lb FT = k6% LUMBER- BRACING - TOP CHORD. 2x4 SP No.2 TOP CHORD. Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP No.2 *Except*. except end verticals. ' 2-13: 2x4 SP No.1, 9-11: 2x6'SP No.2 BOT CHORD' Rigid ceiling directly applied or 4-0-0 oc bracing." WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-13 REACTIONS., (lb/size) 2=1255/078-0, 9=1190/0-4-0 Max Harz 2=326(LC 10) Max Uplift 2=-760(LC 10), 9=-662(LC 11) ' FORCES. (lb) -Max. Comp:/Max. Ten. -All forces 250 (lb) or less except when shown..: TOP CHORD 2-3=-3835/2474; 3-4=-3619/2335, 4-5=-2818/1879, 5-6=-1904/1340, 6-7=-2254/1570, 7-8=-1854/1275, 8-9=-1117/846 BOT CHORD 2-14=-2370/3453, 13-14=-1897/3074, 12-13=-1203/2060, 10-12=-1036/1636, 9-10=-221/260 WEBS 3-14=-178/350, 4-14=-227/460, 4-13=-596/706, 5-13=-1123/1910, 6-13=-475/556, 7-12=-194/489, 8-10= 823/1356, 7-10=-625/474 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=5.Opsf; h=15ft;'bat. II; Exp C;'Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-4-0 to 4-1-10,: Interior(l) 4-1-10 to 11-2-6; Exterior(2) 11-2-6 to 22-1-10, Interior(1) 22-1-10 to 26-4-10, Extedor(2) 26-4-.10 to 31-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber.DOL=1.60 plate grip DOL=1.60 3) This tnjss.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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 6) Bearing at joint(s) 2 considers parallel to grain value using. ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of.bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=lb) 2=76019=662. . ..... . Joaquin Velez PE,No.68182 MTek USA, Inc: FL Cert.6634 6904 Parke East Blvd. Tampa FL 3.3.610 Date:: .June 6,2019" WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MI1-7473 rev. 10/03)2015 BEFORE USE. p�* Design valid for use onlywith 06W connectors. This design Is based'only upon parameters shown, and Is for an Individual building component, not o,truss system. Before use, the building designer must verity, the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to, prevent,buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing, Is always required. for stability and to prevent. collapse with possible personal injury and, property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Cdteda, DSB-69.and BCSI Building Component Safety Infonnatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite.312; Alexandria, VA 22314. MiTek* . . 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply LOT 18/81/9 FT PIERCE/INDI T17262632 1811680 A06B Hip 1 1 Job Reference (optional) . buildes "Irsitioufce Imam L11ty,:I-L), viant Glty, t-L - 33bbl, . 8.24U S May -IJ 2Ul U MI I eK Inaustne5, Inc.. I nu -Jun b Ut1:lb:1 t zu7lu rage. 1 I D:U FLsKgoi2lTgRrnwAjjSQPzBAGN-1 TP1j?BWjSf-jkRVnyhh72LgW 5g02FM_79S_UAz93KO -14 0 5-1-7 10-5-14 "15-0-0 18-4-0 - i " 22-4-0 26-10-0 iL-0-01 32-0-0 . 1-4-0 5-1-7 5-4-7 ' 4.6--2 3-4-0 4-0-0 " 4-6-0 1-2-0 .4-0-0 Scale = 1:57.1 . .... 6x12 MT20 4x6 = ... HS .. " -6.00 12 ..: :... 6 : .. 6x12MT20HS i 2x4 11 .. ... 7 .. . 4 . .. .. .3x4 4" 22 m 2x4 .. 8 3 . 19 14 r; 6x8 = 12x14 = 0 1.5x8 STP = r7 15 .' 13" ? M o �1 .. ::3x4 � .... 3x8 = .". ... — 3.00 F12 ..: :. .. 12 11 6112 ... 10 " .. 6x8 �. . 5x12- - ..r 28-0-0 .. 6-10-2 14-4-0 22-4-0 i 24-0-0 ,'"25-11-4 26-10-0 32-0-0 6-10-2 7-5-14 8-0-0 1-8-0 1-11-4 -10-1 1-2-0 4-0-0 Plate Offsets (X,Y)-- [2:0-2=6,Edge],[6:0-3-8,Edge],•[9:Edge,0710-13], [10:0-2-12,0-0-0]. LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in .(Ioc) .I/dell Ud PLATES GRIP TCLL . 20.0 Plate Grip DOL - 1.25 TC- 0.96 Vert(LL) 1 0.48 14-15 >802 240 : MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.57 14-15 >664 180 " MT20HS " 187/143 BCLL 0.0 Rep Stress Incr - YES WB 0.66 Horz(CT) 0.29 10 n/a n/a" BCDL 10.0 :Code FBC2017/TP12014 Matrix-MSH Weight: 178 lb FT = 20%" LUMBER- BRACING-, TOP CHORD" 2z4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins, 1-4: 2x4 SP M 31 except end verticals. " BOT CHORD 2x4 SP No.2 `Except BOT CHORD Rigid ceiling directlyapplied or 3-0-9 oc bracing. 2-14: 2x4 SP No.1, 10-12: 2x6 SP No.2 ' WEBS 2x4 SP No.3 *Except : 9.-10: 2x6 SP "No.2 " WEDGE . Left: 2x4 SP No.3 REACTIONS. (lb/size) .2=1252/0-8-0, 10=1187/0-4-0 Max Harz. 2=302(LC 10) Max Uplift 2= 740(LC 10)," 10=-637(LC 11) FORCES. (lb):- Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3825/4209, 3-4=-3610/3977,:4-5=-2808/3130, 6-7=-2231/2905, 7-8=-2232/2621, 8-9=-1834/2156, 9-1 0=-1 113/1432, 5-6=-2279/2738 BOT CHORD 2-15=-3687/3442, 14-15=-3109/3053, 13-14=-1613/1845, 11-13— 1775/1618, 10-11=-352/259 WEBS 3-15=-176/423, 4-15=-287/465, 4-14=-555/960, 6-14=-586/753, 7-13=-247/599; " 8-13=-249/448, 9-11=-1439/1345,"5-14=-1084/1060; 6-13=-678/401, 8-11=-605/799' NOTES-. . 1) Unbalanced roof live loads have been considered for this'design. 2) Wind: ASCE 7-10; Vult=160mph (3-sec6nd gust) Vasd=124mph; TCDL=4.20sf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., . GCpC-C 6 to r9 23-9110,1Extero (2) 23(envelope) 9 10 P 26-3-10, dor er 3and ion 26 3 0 to 31 4 one;C-C forlmembesand forces & MWFRS for reactions () reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 . .' 3) Provide adequate drainage to -prevent water ponding.. .... ' 4) All plates are MT20 plates unless: otherwise: indicated. 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. . . 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/fP1 1 angle to grain formula.. Building designer should verify .. .... ' capacity of:bearing surface. Joaquin Velez PE:No.88182 9) Provide mechanical connection (by;otheFs).of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) MTek USA, Inc. FL Cert.6934 . 2=740,' 10=637. 6904 Parke East Blvd. Tampa FL 3381.0 .: .. Date:. June 6,2019 ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGEMII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MIT44 connectors. This design Is, based only upon parameters shown, .and Is for an individual building component, not �• a truss system. Before use, the building designer must verify,the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to. prevent,buckiing of individual truss web and/or chord members only. Additional temporary and permanent bracing p� IHI OW Is always requlred for stability and to prevent. collapse with possible personal injuryand:property damage. For general guidance regarding the . .. . fabrication, storage, delivery, erection and bracing of trusses and truss systems,.seeANSIM11 Quality Cdfoda, DSB-89 and SCSI Bugdlng Component .. 6904 Parke East Blvd. Safety Infolmatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type r Qty Ply LOT 18/81/9 FT PIERCE/1NDI T17262633 1811660 A07B Hip 1 1 Job Reference (optional) Builders FirstSource (Plant.City, FL), Plant City, FL - 33567, 8.240 s May 13 2019 MiTek Industries, Inc: Thu Jun 6 08:15:18 2019 Page 1 I D:U FLsKgoi2lTgRrnwAjj SQPzBAGN-VgzPwL9BTmnrLtOiLfDwgFu76VO6nfG7MpBYOdz93KN 1-4.0: 8.0-12 13-0.0 20-4.0 26-10-0 32.0-0 1-4-0 B-0-12 4-11-4 7-4-0 6-6-0 5-2-0 Scale = 1:57.0 4x10 MT20HS = 6x12 MT20HSZz 6.00 F12 4 5 3.uu112 10 6-8-15 6 Bx10 ZZ 10x12 - 3x8 of 0 10 7-5-9 810 -12 14-4.0 20-11-12 26-1b-0 32-0-0 7-5-9 7- 6-3=4' 6-7-12 5.10-4 5-2-0 Plate Offsets (X,Y)-- : [2:0-0-10,Edge], [4:0-6-8,0-1-121, [8:0-1-12,0-0-01, [8:Edge,0-9-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in .(loc) I/defl Ud PLATES GRIP TCLL 20,0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.44 12-13 >860 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.53 12-13 >718 180 MT20HS 1871143 BCLL 0.0 ' . Rep Stress Incr YES WB .0.87 Horz(CT) 0.36 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 165 lb FT = 20 LUMBER- BRACING - TOP CHORD 21i4 SP No.1 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 4-5,1-3: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 3-2-13 oc bracing. BOT CHORD 2x4 SP No.1 `Except 010 2x 4 SP N 2 0-In 2x6 SP N 2 o. 0. WEBS 2x4 SP N6.3 REACTIONS. (lb/size) 2=1257/078,-0, 8='1200/0-4-0 Max Horz 2=270(LC 10) Max Uplift 2=-712(LC 10), 8=-605(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD• 2-3=-3747/3984, 3-4=-2918/3018, 4-5=-2957/3198, 5-6=-2247/2455, 6-7=-1900/2218 BOT CHORD 2-13=-3438/3365, 12-13= 3437/3377, 11-12=-1721/2001, 9-11=-1862/1700 WEBS - 4-12=-951/1033, 5-12=-943/1162, 6-11=-229/420, 6-9=-568/854, 7-8=-1154/1430, 7-9=-1886/1688; 3-13=0/265, 3-12=-734/1204 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-10; Vult=160mph (3-second, gust) Vasd=124m0; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0:18; MWFRS (envelope) gable end zone and C-C Comer(3) -1-4-0 to 4-1-10, Exterior(2) 4-1-10 to 7-6-6, Corner(3) 7-6-6 to 25-9-10, Exterior(2) 25-9-10:to 26-4-10, Comer(3) 26-4-10 to 31-10-4 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) All plates are MT20 plates unless otherwise indicated. 5) This.truss has been designed for a 10.0 psf bottom chord live load nohconcurrent 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSVTP1 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (bybthers) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=712, 8=605. Joaquin Velez PE N0.68182 M[Tek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 3.361.0 . Date: June 6,2019 & WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 1010312015 BEFORE USE. Design valid for use only with M* ITek® 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 applicability of design parameters and properly Incorporate this design Into The overall bullding design. Bracing Indicated is to, prevent buckling of Individual truss web anal/or chord members only. Additional temporary and permanent bracing MIT@k� Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Criteria. DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infonnationavoiiable from Truss Plate Institute, 218 N. Lee Street, Suite,312; Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type r , Qty Ply LOT 18/81/9 FT PIERCE/INDI T17262634 1811680 A08B Hip 1 1 Job Reference (optional). tsuaaers rustbource iriant ary,. rut, riant ury, t-L - aa5at, 1-4-0 7-6-4 11 0 0 1-4-0 7-6-4 3-5-12 4x6 = .. .. 4 13.24u S May 1;j zu19 MI I eK Inoustnes,.lnc.. i nu iun 6 UB:1 b:19 2u19 rage T ID:UFLsKgoi2lTgRrnwAjjSQPzBAGN-zsXn8hAmE3vizl auuNk9CTQD3vKjW CYGaTx5Y3z93KM 16-8.0 22-4-0 .25-1%2 32-0.0 . 5.8-0 5-8-0 3-6-2 6-1-14 Scale = 1:56.1 3x4 = 4x6 5 fi m 0 N. 9 I9 3x6 --I3x8 = 46 &B = 4x12 I 11.0-0 22-4-0 32 0 0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in .(loc), Vdefl Ud PLATES GRIP TCLL . 20.0 Plate Grip DOL .: 1.25 TC • 0:76 Vert(LL) -0.37 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC " 0.89 Vert(CT) -0.63 10-12 >614 '180 BCLL 0.0 Rep Stress Incr. YES WB 0.49 Horz(CT) 0.08 9 n/a . n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 165 lb FT = 20%: LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD, Structural wood sheathing directly applied or 3-4-11 oc pudins. 1-4: 2x4 SP No.i BOT CHORD Rigid ceiling directly applied or 4-7-11 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 SLIDER Right 2x8 SP 240OF 2.0E 3-6-8 REACTIONS. '(lb/size) 9=118310-4-0,2=1257/0-8-0 -Max Harz 2=236(LC 10) Max Uplift 9=-692(LC 11), 2=-784(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb).or less except when shown. TOP CHORD 2-3=-2092/1813, 3-4=-1831/1636, 4-5=-1591/1500, $-6=-1481/1454, 6-7=-1665/1558, . 7-9=-1779/1688 BOT CHORD 2-12=-1411/1825, 10-12=-1184/1710, 9-10=-1259/1528 WEBS 3-12=-356/609, 4-12=-539/622, 5-12=-278/334, 5-10= 410/391, 6-10=-446/478, 7-10=-111/451 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=5.Opsf; h=15ft; Cat. ll; Exp C; Encl., C GCpi=0.18; MWFRS (envelope) gable end zone and C-Ccmer(3) -1-4-0 to 4-1-10, Exterior(2) 4-1-16 to 26-6-6, Corner(3) 26-6-6 to 32-0-0 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 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, with BCDL = 10.Opsf: 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) .Provide mechanical connection.(by others) of truss to.bearing plate capable of withstanding 100 lb uplift at joint(s).except at=lb) 9=69212=784.. Joaquin Velez PE. No.68182 MiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tampa FL 33610 Date: " June 6,2019 ' Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. f0/03y2015 BEFORE USE. Y l P 9 Design valid for use only with N1iTek®connectors. This design Is based only upon parameters showri, and Is for an Individual building cpmponent, not a.truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate This design Into the overall building design. Bracing Indicated is to. prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek� Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVFPII Quality Criteria, DSB-69.and SCSI Building Component - . 6904 Parke East Blvd. Safety Infonnatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type r Qty Ply LOT 18/81/9 FT PIERCE/INDI T17262635 1811680 A09 Half Hip 1 1 Job Reference o tioml nuuaers mrstaource trlant dry,: -Lf, mani uty, M - asbu/, 624u s may 1 . Zu19 MI I eK Industries, Inc. .I nu Jun b od:1 b:Zu Zu19 rage 1 ID:UFLsK9oi21TgRrnwAijSQPzBAGN-R25ALOAO?Nl YaB94S4FOIgzMvJggFZIQp7ge4Vz93KL L1-4-0 1 6-3.4 9.0.0 .16-8-9 24-3-7 32-0-0 1-4-0 r 6-3.4 2 -17-8-9 7-6-13 7-8-9 Scale = 1:56.1 5x8 = 2x4 11 5x6 4x6 = 4' 5 16 6 17. 7 3x6 —_ 3x4 = 3x4 = 4x6 = 3x6 11 3x8 = 9-0-6 16.8-9 24-3-7 32-0-0 9-0.0 7-8-9 7-6-13 7-8-9 Plate Offsets (X Y)-- . [4:0-6-0,0-2-81, [6:0-3-0,0-3-41 LOADING (pso SPACING- 2-0-0- CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC _ 0.88 Vert(LL) 0.24 10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) _ -0.36 12-15 >999 180 BCLL 0.0 ' Rep Stress Incr. . YES WB 0.87 Horz(CT) 0.07 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 168 lb FT = 20% LUMBER- BRACING - TOP CHORD_ 2x4 SP No.2 TOP CHORD- - Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-1 oc bracing. WEBS 2x4 SP No.3 WEBS1 Row at midpt " "7-9 REACTIONS. (lb/size) 8=1177/0-4-0, 2=1252/0-8-0 Max Harz 2=361(LC 10) Max Uplift 8=-815(LC 7)', 2=-822(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2147/1513, 3-4— 1951/1416, 4-5= 2125/1526, 5-6=-2125/1526, 6-7=-1567/1073, 7-8=-11091847 BOT CHORD 2-12= 1565/1881, 10-12=-1316/1718, 9-10=-1096/1591 WEBS 3-12=-252/370, 4-12=-198/438, 4-10= 487/574, 5-10=-431/498, 6-10=-595/627, 6-9=-7611719, 7-9=-1225/1791 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=42psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(?)'-1-4-0 to 16-8-9, Interior(1)'16-8-9 to 26-4-10, Ezterior(2) 26-4-10 to 31-10-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60'plate grip 90L=1.60 3)'Provide adequate drainage to'prevent water ponding. .. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has. been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by'2-0-0 wide will fit between the bottom chord and any:other members. 6) All beadrigs,are assumed to be SYP N6.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 8=815, 2=822. Joaquin Velez PE N0.68182 MiTek USA, Inc, FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 . Date:. June 6,2019 A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/=01S BEFORE USE. ° Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, ,and Is for an Individual building component, not a truss system. Before use, the 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 truss web and/or chord members only. Additional temporary and permanent bracing p�T IY1� Ipk° Is always required for stability and to prevent.collopse with possible personal Injury and:property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVFPII Quality CrIteda, DSB419:and SCSI Building Component .. 6904 Parke East Blvd. Safety Infoanationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss . . Truss Type Qty Ply LOT 18/81/9 FT PIERCE/INDI T17262636 1811680 A10 : HALF HIP GIRDER 1 1 Job Reference o tional wullu— nmcouu,ue tri —y,.—h Warn uny, 00oo1, 1-4-0 7-0-0 12-1-1 1-4-0 7.0-0 5-1-1 6.00 12 6x12 MT20HS 3 .. . b.e4U s May 'I 0 Lulu MI I eK mouslnes,.Inc. I nu Jun b Ub:I b:'Ll "LUl `J rage 1 ID:UFLsKgoi2lTgRmwAjjSQPzBAGN-vFfYZMBOmh9PCLkHOomdHuWWXi t'?kZ2nQCdyz93KK 17-0-6 21-11-10 26-10-15 32-0-0. 4-11-5 4-11-5 4-11-5 5-1-1 Scale=:I:57.7 3x6 11 6x12 MT20HS = 4 6 18 2x4 11 7xl0 6 7 3x4 8 5x8 — 2x4 11 6x12 MT20HS = 2x4 11 6x12 MT20HS = 2x4 11 6xl2 MT20HS = 7 0 0 12-1-1 17-0-6 21-11-10 26-10-15 32 0 0 7-0-0 5-1-1 4-11-5 4-11-5' 4.11-5 5-1-1 Plate Offsets (X,Y)-- . [2:0-1-10,Edge] LOADING (psf) SPACING- 2-0-0 .. CSI. DEFL. in (loc). I/defl Ud PLATES GRIP TCLL 20.0. Plate Grip DOL _ .: 1.25 TC 0:96 Vert(LL) 0.66 12-13 >582 240 MT20 2441190 TCDL 7.0 Lumber DOL . 1.25 BC 0.98 Vert(CT) -0.61 12-13 >622 180 : MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB ..0.95 Horz(CT) -0.21 9 n/a _ ' n/a BCDL 10.0 Code FBC2017[TP12014 Matrix-MSH : Weight: 171 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except* TOP CHORD.: Structural wood sheathing directly applied or 2-4714 oc purlins, 5-8: 2x4 SP No.i except end verticals. BOT CHORD 2x4 SP M 31. *Except* BOT CHORD Rigid ceiling directlyapplied or 3-2-4 oc bracing'. 9-11: 2x4 SP:No.2, 2-13: 2x4 SP No.i . WEBS 1 Row at midpt 3-13, 7-11, 7-9 . WEBS 2x4 SP No.3 WEDGE . . . .. . Left: 2x4 SP No.3 REACTIONS. (lb/size) 9=2580/0-4-0, 2=2505/0-&0 Max Harz 2=290(LC 8) Max Uplift 9=-2170(LC 5), 2=-1944(LC 8) Max Grav 9=2782(LC17), 2=2717(LC 18) FORCES. (lb):- Max. Comp./Max. Teri. -All forces 250 (lb) or less except when shown. . : TOP CHORD 2-3=-5460/3860, 3-4=-6308/4753, 4-5= 6308/4753, 5-6=-5408/4244; 6-7=; 5408/4244, 8-9=-295/334 BOT CHORD 2-14=-3549/4815, 13-14=-3544/4826, 12-13=-4950/6461, 11-12=-4950/6461, 10-11=-2632/3366, 9-10=-2632/3355 WEBS 3-14=0/414, 3-13==1616/1820, 4-13=-731/856, 5-13=-371/272; 5-12=0/322, 5-11=-1297/1022, 6-11=-648/755, 7-11=-1985/2605, 7=10=0/336, 7-9=-4080/3203 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE7-10; Vult=160mph (3-sec6nd gust) Vasd=124mph; TCDL.=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable. end' zone; Lumber DOL=1..60 plate grip DOL=1.60 3 Provide adequate drainage to_ prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated.:: 5) .This truss has been designed -for a 10.0 psf bottom chord live load nonconcurrent.wiih 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) Bearings are assumed to be: Joint•2 SYP No.2 crushing_capacify of 565 psi.' 8) 'Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(§) except (jt=lb) 9=2170, 2=1944. 9) Girder carries hip end with 0-0-0 right side setback, 7-0-0 left side -setback, and 7-0-0 end setback. 10) Hanger(s) of other connection device(s). shall be provided sufficient toSupport concentrated load(s) 700 lb down and 515 lb up at. Joaquin Velez PE Nq.68182 7-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others: MiTek USA, Inc. FL CeR 6634 11) In the: LOAD'CASE(S) section, loads applied to.the face of the truss'are noted as front (F) orback'(By." 6904 Parke East Blvd. Tampa FL 33,610 . LOAD CASE(S) Standard .Date:: .. . .Iona R 9M 9 WARNING - Verl/y design : parameters and READ NOTES ONTHIS AND INCLUDED M?EK REFERANCE PAGE'MII-7473 rev. 10/03/2015 BEFORE USE. Designvalid for use only with MITek® connectors. This deslgn is based only upon parameters shown, and Is for an Individual building component, not �- a truss system. Before use, the building designer must verify.the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated isto prevent, buckling of individual truss web and/or chord members only. Additional temporaryand permanent bracing p� T IVI� Eek� Is always required for stability and to prevent collapse with possible personal Injury and:property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVFPl1 Qualify Criteria, DSB-04 and SCSI Building Component _ : 6904 Parke East Blvd: Safety Informaflonavailable from Truss Plate Institute, 218 N. Lee Street Suite.312; Alexandria, VA 22314. Tampa, FL 33610 Ply LOT 18/81/9 FT PIERCE/INDI T17262636 1811680 A10 HALF HIP GIRDER 1 1 ' Job Reference (optional). Builders FirstSource (Plant City,. FL), Plant City, FL - 33567, 8.240 s May 13 2019 MiTek Industries,.I.M., Thu Jun 6 08:15:21 2019. Page 2 ID:UFLsKgoi2lTggmwAjjSQPzBAGN-vFfYZMBOmh9PCLkHOomdHuWWXi_t ?kZ2nQCdyz93KK LOAD CASE(S) Standard 1) :Dead + Roof Live (balanced): Lumber Increase=1.25, Plate I6crease=1.25 Unifgrm Loads (plf) Vert: 1-3=-54, 3-8==117(F=-63), 9-15=-43(F=-23) Concentrated Loads (lb) Vert: 3=-347(F) Job Truss Truss Type .� City ©WARNING -Verify design parameters parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mfiek®connectors. This design Is. based only upon parameters shown, grid Is for an Individual building component, not a buss system. Before use, The building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to, prevent buckling of Individual buss web and/or chord members only. Additional Temporary and permanent bracing iviiTek' Is always required for stability and to prevent collapse with possible personal injury and,property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSViPII Quality CrBala, DSB-89:and SCSI BuBdtrrp Component 6904 Parke East Blvd: Safety Informotbnavailablefvom Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314. , Tampa, FL 33610 Job Truss Truss Type , Qty Ply LOT 18/81/9 FT PIERCE/INDI T17262637 1811680 A11 Hip 1 1 Job Reference (optional) builders i-Irstbource (N.Iant_Glty, I-L), Fiam Glty, t-L - 33b6/, . . IE -1.4-0 5-1-13 - 10-6-3 15-0-0 16-8-0 1-4-0 5-1-13 5-4-6 4-5-13 5x6 = . 6.00. 12 5 3x4 5- 4 31 6x12 MT20HS i 6.Z4u S May 1 J Zulu MI I eK industries, Inc. I nu Jun b U6:1 b:ZZ Zulu rage 1 FLsKgoi2lTgRmwAjjSQPzBAGN-ORDwmiCeX_HGgVJTaVHsg52hK6LajZ?j H R919Oz93KJ 4-0 - 22-4-0 i 25-0-0 28-0-0 33-4-0 - i34-8-Di 3,0 ' 4-0-0 2-8-0 3-0.0 5-4-0 1-4-0 Scale = 1:64.7 6xl2 MT20HS� 6x12 MT20HS ' 32 7 m 2xa I a 3 8 r - .... 30 14 33 ' 3x4 1.5x8 STP = 6x8 = 9 0 ui . 2x 15 ..I 13 m .. m 2 3x4 3x4 dI 1 � m 10Ig1 5x8 3.00 12 2x4 :II 2x4 II 14-8-12 12 i 6x8 11 5x6 = 2x4 11 - 21-5-10 6-10-8 14-40: 19-7.4 0-12 0-0 2 33-4-0 6-10-e 7-5-6 5-3-4 1-2--121— -11- 5-6-14 s 5-4-0 0-7-10 Plate Offsets (X,Y)-- [2:0-2-3,Edge1[2:0-4-6,Edgel,-[5:0-3-0,0-2-71, [6:0-9-4,0-3-01, [10:0-3-10,0-0-01, [10:0-2-8,0-1-91 LOADING (pso SPACING- 2-0-0 . CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC . 0.95 Vert(LL) 0.48 14-15 >840 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) : -0.64 14-15 >629 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(CT) . 0.34 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 1951b FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. 1-3: 2x4 SP No.2, 5-6: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. or 2-2-0 oc bracing. Except: BOT CHORD 2x4 SP No.2 - 4-0-0 oc bracing: 12-13 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 SLIDER. Right 2x4 SP No.3 2-6-0 REACTIONS. (lb/size) 2=1292/0-8-0, 10=1319/0-8-0 Max Harz 2=250(LC 10) Max Uplift 2=-759(LC 10), 10=-772(LC 11) FORCES., (16) -Max. Comp./Max. Ten..- All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3974/4198, 3-4==3793/4000, 4-5=-2978/3119, 6-7=-23B7/2631, 7-8=-2106/2437, 8-10=-2155/2369, 5-6=-2421/2723 BOT. CHORD 2-15=-3540/3608, 14-15=-2942/3194, 13-14=-1557/2021, 12-13=-2150/P237, 10-12=-1790/1887 , . WEBS 3-15= 175/402, 4-15=-352/490, 4-14=-541/934, 5-14=-1130/1.155, 6-14= 462/727, 6-13=-341/354, 7-13=-169/506, 7-12=-465/514 ' NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7710; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable. end zone and C-C Comer(3)'71-4-0'to 4-1-10, Extedor(2) 4-1 -1 0 to 9-6-6, Comer(3) 9-6-6 to 23-9-10, Exterior(2) 23-9-10 to 29-2-6, Comer(3) 29-2-6 to 34-8-0 zgne;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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 alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSIIfPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (6y others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at=lb) .. Joaquin Velez PE.No.68182 2=759, 10=772. MiTek USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 3361.0 . Date: June 6,20 9 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. ` Design valid for use only with MiTek® connectors. This design is;based only upon parameters shown,,and is for an Individual building component, not a truss system. Before use, the building designer must verify.the aIpplicabllity 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,collopse with possible personal Injuryand property damage. For general guidance regarding the' fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrPII Quality Criteria, DSB-89.and BCSI Building Component . 6904 Parke East Blvd. Safety Informatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite,312; Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply LOT 18/81/9 FT PIERCE/INDI T17262638 18116BO _.. Al2 Hip: 11 1 : Jab Reference (optional) ouuuers rnsiouurue iriani,yrry,, r-t_/, rrani idly, M - JJoW, " t5.24u s may, 73 "LUl a mi I eK mausines, inc. I nu Jun b U6:1 b:2J ZUl y rage 1, I D:U FLsKgoi2lTgRrnwAjjSQPzBAGN-sdml_2DGI IQ7Rfuf7Do5NJbrN W igSvvsV5vl hgz93Kl 6-0-4 13.0-0 20-4-0 22-0-0 28.0-0 33-4-0 34-8-0 6-0-4 6-11-12 7-4-0 1-8-0 6-0-0 5-4.0 1-4-0 Scale = 1:62.4 6x12 MT20HS 6x12 MT20HS = y ... 6.0012. .. 4 5 2x4'II 6. . 6xl2. MT20HS 3 7:. .. 24 92 27 m .. .. - 5x8 = -. o 1.5x8 STP= 13 1.6X8 STP= m 2 . • 3x4.:� . . .. ...2x 11.1 . 8 . 0I .o _ .. 3.00 2x4 11 218-7-4 O 10 .. . 14-8-12 5xs- 5x8 2x4 11 8.8-15 14-4-0 22-0-0 28-0-0 33-4-0 8.8-15 5-7-1 7-8-0 6-0-0 5-4-0 Plate Offsets (X,Y)-- [2:0-2-6,Edge), [5:0-9-0,0-2-01, [7:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ".(loc)" I/deft Ud PLATES GRIP TCLL 20.0 :. Plate Grip DOL . 1.25 TC 1:OD Vert(LL) 0:52 12-13 >773 240 : ... MT20 244/1.90 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.60 11-12 >668 180' MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr :. YES WB ..0.85 Horz(CT) 0.35 8 n/a . " n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 182 lb FT = 206/6 . .. ... LUMBER- BRACING - TOP CHORD" 2x4 SP M 31 'Except` TOP CHORD: - Structural wood sheathing directly applied. 5-7,7-9: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-11-3 oc bracing. Except: BOT CHORD 2x4 SP No.2 *Except 4-0-0 ocbracing: 10-11 2-12: 2x4 SP"No:1 WEBS 2x4 SP N6.3 WEDGE: Left: 2x4 SP No.3 REACTIONS. (lb/size) : 2=1305/0-8-0, 8=1305/0-8-0" . Max Horz. 2=220(LC 14) Max Uplift 2=-735(LC 10), 8=-735(LC 11) FORCES., - •(Ib) - Max. Comp./Max. Teri..- All forces 250 (lb) or less except when shown. TOP CHORD" 2-3=-4040/4348, 3-4=-3666/3738, 4-5=-3190/3270, 5-6=-2525/3028, 6-7=-2572/2717, 7-8=-2379/2604' BOT CHORD 2-13=-3692/3650, 12-13=-2312/2946, 11-12= 1695/2202, 10-11=-2122/2158,. 8-10=-2067/2086 WEBS .' 3-13=-364/921, 4-13=-707/557, 4-12=-553/888, 5-12=-918/12.07, 5-11=-776/450, 7-11=-123/301, 7-10=-424/547, 6-11=-233/680 " 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=6.0psf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable: end zone and C-C Corner(3) -1-4-0 to 4-1-10, Exterior(2) 4-1-10 to 7-6-6, Corner(3) 7-6-6 to:: " 25-9-10, Exterior(2) 25-9-10 to 29-2-6,Corner(3) 29-2-6 to 34-8-0 zone;C=C for members and forces &,MWFRS for reactions shown; Lumber D6L=1.60. plate grip;DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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) 'Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grajn.formula. Building designer should verify ... .... capacity of bearing surface. . ... .. .. _ 9) Provide mechanical connection (by others) of truss to bearing plate capable.of withstanding 100 lb uplift at.joint(s) except at=lb) Joaquin Velez PE:No.68182 2=735, 8=735. MiTek USA, Inc. FL Ceit"6634 690d Parke East Blvd. Tampa FL 3.3.61.0 Date:. .... June 6,2019 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 1010312015 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 o,truss system. Before use, the building designer must verify. the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated lsto.prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IV1� ip.�' NOW Is always required. for stability and to prevent collapse with possible personal injury and.property damage. For general guidance regarding the _ fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII Quality Cdrorla, DSB-89:and BCSI Building Component :. 6904 Parke East. Blvd. Safety Inlonnatlonavailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job I Truss Truss Type aty ' Ply ! LOT 18/81/9 FT PIERCE/INDI .. T17262639 1811680 A13 - Hip 1 1 Job Reference o tional Builders FirstSDurce (Plant,City, FL), Plant City, FL-,33567, ID:UFLsKgoi21 1-4-0 4-10-7 11-0-0 :16-8-0 22-4-C 1-4-0 ' 4-10-7 67179 5-8-0 5-8-0' 5x6 = . 2x4 II 6.00 12 2x4 3 1.5x8 STP— m 2 dI1 mz4U s may l3, zul u MI I eK Ina USmeS,,Inc..I nu Jun b Ub:l b:z4 zuly rage l RmwAjjSQPzBAGN-KgKgBODv3cY_3oTshwKKvW 845w4tBUfOkkesDHz93KH 28-5.9 33-4-0 . 34.8-0 61=9 4107 140� Scale.=:1:59.6 .5x6, _ 6 .. .. .. 3x4 = 3x4 = 3x8 — .3x4 = :. 3x4 = — .. 3x6 3x6: 8-1-5 i 6-8.0 - 25-2-11 33 4 0 8-1-5 8-6=11 8-6-11 8-1-5 Plate Offsets (X,Y)-- . [4:0-4-0,0-2-81, [6:0-4-0,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in .(loc)' ;,I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL _ , :: 1.25 ' TC 0:74 Vert(LL) .. 0:20 12-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.37 10-12 >999 180' BCLL 0.0 .' Rep Stress Incr .. . YES WB .0.37 Horz(CT) 0.10 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 ' Matrix-MSH Weight: 168 lb FT = 20% LUMBER- BRACING-, TOP CHORD- 2x4 SP No.2 TOP CHORD: Structural wood sheathing directly applied or 3-1-9 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-9-0 oc bracing., WEBS2x4 SP No.3 1 REACTIONS. (lb/size) 2=1305/0-8-0, 8=1305/0-8-0 Max Hoiz 2=-189(LC 15) Max Uplift 2— 804(LC 10), 8=-804(LC 11) FORCES. (lb) - Max. Comp:/Max. Ten. - All forces250 (lb) or less except when shown. TOP CHORD 2-3=-2372/1889, 3-4=-2121/1666, 475=-1892/1633, 5-6=-1892/1633, 6-7=-2121/1666, 7-8=-2372/1889 BOT CHORD 2-14=-1509/2100, 12-14=-967/1634, 10-12=-967/1634, 8-1.0='_1509/2100 WEBS 3-14=-342/528, 4-14==242/460, 4-12=-303/476, 5-12=-342/401, 6-12=-303/476, 6-10=7242/460, 7-10==342/528 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-sec'orld gust) Vasd=124mph; TCDL=4:20sf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(?) 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 psf bottom chord live load nonconcurrent with any other jive loads. 5) " This truss has been designed for a live load of 20.00sf 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 = I O.Opsf. 6) Provide mechanical connection (by others) *of truss to bearing plate capable of withstanding 100 lb uplift: at-joint(s) except Qt=lb) :2=804, 8=804. Joaquin Velez.PE No.68182 :.. MiTek USA, Inc. FL Celt 6634 . . 6904 Parke East Blvd. Tampa FL 33610 • • ' . DAte: u 6,2019 .,June . & WARNING - Verity design parameters and READ NOTES ON THIS AND�INCLUDED MITEK REFERANCE PAGE MIP7473 rev. lWal,2015 BEFORE USE. Design valid for use only.with MITekO connectors. This design is, based only upon parameters shown, :and is far an Individual building component, not a.truss system. Before use, the bullding designer must verify the applicability of design parameters and properly Incorporate this design into the overall bullding 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 damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality CrHorla, DSIII49.and BCSI BuBding Component 6904 Parke East Blvd. Safety InformatiORaVailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type , Qty ' Ply LOT 18/81/9 FT PIERCE/INDI T17262640 1811680 A14 Hip 1 1 Jab Reference (optional). Builders FirstSource (Plant.City, FL); Plant City, FL-.33567, ID I-1-4-0 6-3-4 9-0-0 .16-8-0 _ 1-4-0 6-3-4 2-8- 22 7.8-0 r 5x8 = 2x4 I 4 5 . o Me4U 5 May 'Ip ZU I e IVII I eK Inausines, Inc., Ir1U Jun a VO: I o:ZO ZV I y raye 1 i i 21Tg RmwAjj S Q PzBAG N=oO u3OkEXgvgrhy22Fd rZSkgCBKNnwgN 9zOO Pmjz93 KG 24-4.0 27-0-12 , 33-4-0 ;34-8-01 7-8-0 2-8-12: 6-3-4 1-4-0 Scale 1:59.6 5x8 = 6 14 1e - IV ' 3x6_ 3x4 s 3x4 = 3xB = 3x4 = 3x4 = 3x6 = 9-0.0 16-8.0 24-4-0 33-4-0 9-0.0 7-6-0 7-8-0 9.0-0 Plate Offsets (X Y)-- [4:0-6-0 0-2-8] [6:0-6-0 0-2-8] LOADING (pso SPACING- 2-0-0.. CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0. Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0,24 12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) - -0.37 14-17 >999 180 BCLL 0.0 Rep Stress Incr ' YES WB 0.78 Horz(CT) 0.10 8 n/a n/a ' BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 163lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-10-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size). 2=1305/0-8-0, 8=1305/0-8-0 Max Hors 2=-159(LC 15) Max Uplift 2=-809(LC 10), 8= 809(LC 11) FORCES. (lb) - Max. Comp:/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2265/1745; 3-4=-2068/1646, 4-5=-2331/1929, 5-6=-2331/1929, 6-7=-2068/1646, 7-8=-2265/1745 BOT CHORD 2-14=-1335/1986, 12-14=-1081/1821, 10-12— 1081%1821, 8-10=-1335/1986 WEBS 3-14=-258/379, 4-14=-206/440; 4-12=-539/690, 5-12=-478/569, 6-12=-539/690, 6-10=-206/440, 7-10=" 258/379' 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=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(?) zone;C-C for members and forces:& MW FRS 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 psf bottom chord live load nonconcurrent.with any other live loads. 5) ' This truss has been'designed for a live load of 20.00sf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. " 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift: at joint(s) except Gt=lb) 2=809, 8=809. Joaquin Velez PEN'o,68182 " :. MITek USA, Inc. FL Cert 6634 ' 6904 Parke East Blvd. Tampa FL 3361.0. Date:' June 6,2019 ' & WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED mnrEK REFERANCE PAGE MIP7473 rev. 1WO312015 BEFORE USE. Design valid for use only -with MTek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a. truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing. MiTek' prevent Is always required for stability and to prevent. collapse with possible personal. injuryand.property damage. For general guidance regarding the . : 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrPII Quality Criteria, DSB-89:and SCSI Building Component : Tampa, FL 33610 Safety Informationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type , Qty Ply LOT 18/81/9 FT PIERCE/INDI T17262641 1811.680 A15 Hip Girder 1 1 Job Reference (optional) ouuues nrswwrce tndrn uny, rLI, ream catty, rL-.aag0(, . b.z4u s may 1 o zul a MI I eK Inausines, inc. i nu jun 0 utm b:zb zul u t,age• 1. -'' I D:UFLSKgoi2lTgRmwAjj SQPzBA-GN-GCS Rc4F9bDoiJ6dEpLMo_xDS2jp5flXIB27z19z93KF 4-0, 3 0-0 02 18-8.0 23-1-7 24.90 2.6-4 3-340 34-8-0 -0 13.611-4 4-9.1-5-7 6-5-7 1-4-0 r Scale 1:59.6 y 6x12 MT20HS � 6x12 MT20HS 6x8 = 7x10 = 6x8 = 6.00 12 3 4 5 .. 6 7 r7 0 0 12 11 1.5xB STP = 4x6 = 8xl4 MT20HS = 8x14 MT20HS = 46 = 1.5x8 STP.= 5x8 = 5x8. 7-0-0 12.8-14 20-7-2 26-4-0 33.4-0 7-0-0 5.8-14 7-10-3 5.8-14 7-0-0 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0. Plate Grip DOL .:. 1.25 TC 0.59 Vert(LL) 0.52 11-12 >769 240 MT20 244/190 TCDL 7.0 LumberDOL' 1.25 BC 0.46 Vert(CT) '. -0.53 11-12 >760 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB . 0.73 Horz(CT) -0.14 8 n/a ' n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 198 lb FT = 20 LUMBER- BRACING - TOP CHORD 21i4 SP M 31 'Except TOP CHORD Structural wood sheathing directly applied or 3-0-13 oc puriins. 3-5,5-7: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 4-3-1 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2578/078-0, 8=2578/0-8-0 Max Harz 2=-126(LC 9) Max Uplift 2=-1988(LC 8), 8=-1988(LC 9) Max Grav 2=2775(LC 18), 8=2775(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5738/4060, 3-4= 5146/3763, 4-5=-6827/5036, 5-6=-6826/5035, 6-7=-5145/3761, 7-8=-5737/4059 BOT CHORD 2-13— 3582/5232, 12-13=-4687/6532, 11-12=-5524l7388, 10-11=-4616/6437, 8-10=-3511/5137 WEBS 3-13=-1122/1685, 4-13=-1845/1670, 4-12=-508/946, 5-12=-726/851, 5-11=-726/851, 6-11— 508/946, 6-10= 1844/1669, 7-10=-1122/1685 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=5.Opsf; h=15ft; Cat. II; Exp C Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on.the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) ,Provide mechanical connection (by others) of truss to.bearing plate capable of withstanding 100 lb uplift at joint(s) except dt=lb) 2=1988, 8=1988. 8) Girder carries hip end with 7-0-0 end setback. . 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 709 lb dawn and 515 lb up at 26-4-0, and 709 lb down and 515 lb up at 7-0-0 on top 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). v. Joaquin Velez PE, No.68182 LOAD; CASE(S) Standard MiTek USA, Inc. FC Cart 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=125 ,6634 6904 Parke East Blvd. Tampa FL 3.3610 Uniform Loads (plf) Date: Vert: 1-3=-54, 3-7==112(F=-59), 7-9=-54, 2-8=-42(F= 22) June 6,2019 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. 1010312016 BEFORE USE. Design valid for use only with NITek® connectors, This design is, based only upon parameters shown, and is for an Individual building component, not gtruss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WAIT Is always required for stability and to prevent.collopse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see/WSI71PII Quality CtSetla, DSB-89 and SCSI BuBd41y Component 6904 Parke East Blvd. Safety Infonnatlonavallabie from Truss Plate Institute, 218 N. Lee Street Sulte.312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type p Qty Ply LOT 18/81/9 FT PIERCE/INDI T17262641 1811680 A15 Hip Girder 1 1 Job Reference o tional. builders F-ustbource (slant Ulty,: ru), slant city, I-u - ss5bi, LOAD CASE(S) Standard .. Concentrated Loads (lb) . Vert: 3=-347(F) 7=-347(F) . ,. .. MZ4U S May 13 Cul a NII I ex Inausines, mc., _ tnu Jun o uo: I o;eo eu la raye z. 1 D:UFLsKgoi2lTgRrnwAjjSQPzBAGN-GCSRc4F9bDoiJ6dEpLMo_xDS2j p5flXl B27zl9z93KF 0 WARNING -Verify design parameters and READ NOTES ON THIS AND.INCLUDED MTTEK REFERANCE PAGE M11-7473 rev. 101031201 5 BEFORE USE. Design valid for use only,with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a,truss system. Before use, the bullding designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to. buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW prevent Is always fequlred for stability and to prevent.collopse with possible personal Injuryand:property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPIi Qualify Cdtoda, DSB-89:and SCSI Building Component 6904 Parke East Blvd. Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type . , . Qty Ply LOT 18/81/9 FT PIERCE/INDI T17262642 1811680 : C1 Jack -Open 10 1 Job Reference (optional). Builders FirstSource (Plant City,.(-L), rlant city, I-.L - 33567, C.240 S May, 13 zul u Mr I eK inaustnes,.lnc..I nu ,lun 6 ub:1 b:xb zuiu. rage 1 ID:UFLsKgoi2lTgRmwAjjSQPzBAGN-GCSRc4F9bDoiJ6dEpLMo xDY3jwmfTs1B27zl9z93KF 1-4-0 0-11-4 1-4-0 0-11-4 .... .. .' ' . .. Scale = 11.5 •a 3 A 6.00 12 - 2. x8 STP = .4 •4 Plate Offsets (X Y)-- [2:0-144 0-0-21 LOADING (pso SPACING- 2-0-0 . CSI. DEFL. in (lob) I/defl Ud PLATES GRIP TCLL . 20.0. Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr . YES W B 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 .:Code FBC2017/TP12014 Matrix -MP W.eight: 5 lb FT = 20% LUMBER- BRACING-. TOP CHORD 2x4 SP No.2 TOP CHORD ' Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. or 10-0-0 oc bracing. REACTIONS. (lb/size) ' 2=-3/Mechanical, 2=158/0-8-0, 4=-15/Mechanical . Max Harz 2=73(LC 10) Max Uplift 3=-3(LC 1), 2=-148(LC 10),'4=-15(LC 1) Max Grav 3=14(LC 6), 2=158(LC 1), 4=31(LC 14) . 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=124mpfi; TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2) 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) Bearings are assumed to be: Joint 2,SYP No.2 crushing capacity of 56.5 psi, Joint 4 SYP No.2 crushing.capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except at=lb) 2=148. Joaquin Velez PE, No..68182 MiTek USA, Inc. FL Cert.6634 6904 Parke East Blvd. Tampa.FL 33610. Date: June 6,20 9 A WARNING -Verify design pardmeters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.�� Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a. truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to. buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing NOW prevent Is always required for stability and to prevent. collapse with possible personal Injury and. property damage. For general guidance regarding the .. .... 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII Quality Cflteda, DSB-69 and BCSI Bulding Component Tampa, FL 33610 Safety Infonoatlonavailable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Job Truss Truss Type , Qty Ply LOT 18/81/9 FT PIERCE/INDI T17262643 1811680 C1C Jack -Open 1 1 Job Reference (optional) 10 Builders FirstSource (Plant.Clty,:FL), Plant Clty, FL - 33567, - 8.240 s May 13 2019 MITek Industries,, Inc. Thu Jun 6 08:15:27 2019. Pagel_ ID:JR51SNiTSiaXAOM8FKU9owzAhiT-kOOppQGnMXwZwGCQM2tl X91jb7FGOw6SQitWgbz93KE -1-4-0 0-ti-4 140 0114 Scale=1:10.2 .. 3 6.00 12 2 ADEQUATE SUPPORT REQUIRED LOADING (pso SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25; . TC 0.21 Vert(LL) 0.01 5 >999 240 MT20 244/190 TCDL TO Lumber DOL 1.25 BC 0.08 Vert(CT) 0.01 5 >999 : 180: BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.61 4 n/a n/a: BCDL .10.0 Cade FBC2017/TP12014 , Matrix -MP Weight: 5 lb. FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-111 4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=87/Mechanical, 3=43/Mechanical, 4=48/Mechanical Max Harz 1=78(LC 10) Max Uplift 1= 35(LC 10), 3=-40(LC 'l0); 4=-34(LC 6) FORCES. (16) =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=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Corner(3) zone; cantilever left exposed; porch left exposed;CrC 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 20.0psf 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. Joaquin Velez PE No.66162 MiTek USA, Inc.. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33.610 Date: June 6,2019 . ® WARNING --Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 Injuryand property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality CrBada, DSB.89:and SCSI BuIlding Component 6904 Parke East Blvd. Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite.312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Cty Ply LOT 18/81/9 FT PIERCE/INDI T17262644 1811680 C1 P JACK -OPEN 7 1 Job Reference (optional) nu6aers mrstsource Imam Liny,, rL), mant Lmy, rL -,aa5tiI, . . . ID:t 1-4-0. 1-4-0 ti.xqu s may, io zuiv MI I eK Inaustnes,,lnc..i.nu iun b Vb:1b:2/ 2U1V rage T, . 3oi21TgRrnwAjjSQPzBAGN-kOOppQGnMXwZwGCQM2t1 X91jp7G7Ow6SQitW gbz93KE 0.11-4 0-11-4 Scale = 1:7.6 0-11-4 0-11-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) : I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 5 . >999 240 MT20. 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 5Ito FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD 2x4 SP No.2 d BOT CHORD Rigid ceiling directly applied, or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-3/Mechanical, 2=158/0-3-0, 4= 15/Mechanical Max Horz 2=73(LC 10) Max Uplift 3=-4(LC 7), 2=-148(LC 1% 4=-15(LC 1) Max Grav 3=12(LC 14),.2=158(LC 1), 4=31(LC 14) 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=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone; porch left exposed;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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi.. 5) Refer to girder(s) for truss to truss connectiohs. 6) Provide mechanical connection (by others) of truss to bearing plate capable ,of withstanding 100 lb uplift. at joint(s) 3, 4 except Qt=lb)" . 2=148. Joaquin Velez PE; N0.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2019 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MX7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent,buckiing of Individual Truss web and/or chord members only. Additional temporory"and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeMSViPII Quailly Criteria, DSB49-and BCSI Bu6ding Component V14. 6904 Parke East Blvd. Safety Infonnatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22 Tampa, FL 33610 Job Truss Truss Type . Qty Ply I LOT 18/81/9 FT PIERCE/INDI i T17262645 1811680 C3 Jack -Open 10 1. Job Reference (optional) pWigers t-irstsource (mant uity, vL); . mart uty, t-L - 3; .bbi, a.z4u A may, l a zui a Mi r eK inausmes,;rnc...t nu uun o utm mots zul a rage] . . I D: UFLsKgoi2lTg RmwAjjSQPzBAGN-CbaB1 m H P7g2QYQmdwmOG4MIuYXal7NMbf Mc3N2z93KD -1-4-0 :•2-11-4 140 2114 Scale = 1:12.7 s 3 6.60 F12 . a Plate Offsets (X,Y; 2.11-4 L-1 7-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in .(loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LQ 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix -MP Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD: Structural wood sheathing directly applied or 2-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=60/Mechanical, 2=195/0-d-0, 4=36/Mechanical Max Horz 2=142(LC 10) Max Uplift 3=-81(LC 10), 2=r139(LC 10), 4=-36(LC 7) : - Max Grav 3=60(LC 1), 2=195(LC 1), 4=49(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone; porch left exposed;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.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) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing Capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate 'capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=139. .. .. .... Joaquin Velez PE.No.66162 MiTek USA, Inc, FL Ceit 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2019 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MI EK REFERANCE PAGE'MII-7473 rev. f0/03r2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is. based only upon parameters shown, and is for an Individual building component, not . . a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to, buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing p� MiTek* prevent is always: required, for stability and to prevent.collapse with possible personal Injury and property damage. For general guidance regarding the . . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Cdlisda, DSB-89:and Ill Building Component . 6904 Parke East Blvd. Tampa, FL 33610 Safety Informatlonavoilable from Truss Plate Institute, 218 N. Lee Street, Suite.312, Alexandria, VA 22314. Job Truss Truss Type , Qty i Ply LOT 18/81/9 FT PIERCEIIND] T17262646 1811680 C31P JACK-OPEN 4 1 Job Reference (optional) liunaers t-usttiource triantLJny,.i-L), , Flan cny, I-L - 33bb/, ID: -1-4-0 1.4-0 S.z4u S May,l3.zuiu MI I eK Inausiries,,lnc. I nu Jrin b utmo:zm Duly rage wAjjSQPzBAGN-CbaB1'mH P7g2QYQmdwmOG4MIuYXal7NMbfMc3N2z93KD :4 -4 2-11-4 Scale = 1:12.7 LOADING (psf) SPACING- 2-070 CSI. DEFL. in (Ioc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.01 4-7 >999 180. W, BCLL 0.0 Rep Stress Incr YES B 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017[TPI2014 Matrix -MP Weight: 12 lb FT '= 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=60/Mechanical, 2=195/0-3-0, 4=30/Mechanical Max Harz 2=142(LC 10) Max Uplift 3=-81(LC 10), 2=-139(LC 10), 4=-36(LC 7) Max Grav 3=60(LC 1), 2=195(LC 1), 4=49(LC 3) . FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2).zolne; porch left exposed;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 16.0 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 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by oth&s) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Ot=lb) 2=139 Joaquin Velez PE, No.68182 . .. . , _ , . . MiTek USA, Inc. FL Cert.6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2019 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II-7473 rev, 1WOM015 BEFORE USE. Design valid for use only, with MITek® connectors. This deslgn Is based only upon parameters shown, .and Is for an Individual building component, not �- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this deslgn Into the overall building design. Bracing Indicated Is to, prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems-seeANSIM11 Quality Criteria, DSB49 and BCSI Bu7ding Component : 6904 Parke East Blvd. Safw Informotlonavalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply LOT 18/81/9 FT PIERCE/INDI T17262647 1811680 C5 Jack -Open 10 1 Job Reference o tional . L7urraers NTSIl ounce 1rlanl Lmy, r-L), rlanr L ny, rL-,.7Joot, . 140 1-4-0 ID:UFLsKgoi2 4-11-4 4-11-4 tl:z4u s may 1J zul v MI I eK mauslnes,.rnc.. , I nu dun b Ub:1b:ZU zU1 U Yage 1 rgRrnwAjjSQPzBAGN-gn8ZE5H1 uBAHAaLpUTvVdarOZMgsgblUOMdvUz93KC Scale = 1:17.6 3x4 = 4-11-4 . 4-11-4 Plate Offsets (X,Y)-- [2:0-14,0-0-21 LOADING (psf) SPACING- 2-0-0. CSI. D.EFL. in (loc) , .I/defl Ud PLATES GRIP TCLL 20.0. Plate Grip DOL 1.25 TC 0:44 Vert(LL) 0.05 4-7 >999 240 . MT20 244/190 TCDL 7.0 Lumber DOL: 1.25 BC 0.33 Vert(CT) -0.06 4-7 >999 180' BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a - BCDL 10.0 :Code FBC2017[TP]2014 Matrix -MP Weight: 18 lb FT = 20%' LUMBER- BRACING - TOP CHORD 2x4 SP No.2 p TOP CHORD: : Structural wood sheathing directly applied or4-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=112/Mechanical, 2=262/0-8-0, 4=59/Mechanical Max Harz 2=213(LC 10) Max Uplift 3=-153(LC 10),. 2=-1 65(LC 10), 4=-7(LC 10) Max Grav 3=112(LC 1), 2=262(LC 1), 4=87(LC 3) 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=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(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) Bearings are assumed to be: Joint 2 SYP N6:2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Gt=lb) 3=153, 2=165. Joaquin Velez PE: N6.68182 MiTek USA, Inc. FL Cott.6634 6904 Parke East Blvd. Tampa FL 33610 Date: June6,2019 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with connectors. This design Is. based only upon parameters shown, ,and Is for an Individual building component, not WOO � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injuryand property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/1P11 Quality Cdteda, DSB-89.and SCSI Bu9dtng Component :: 6904 Parke East Blvd. Safety Informatiorlavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type , Oty Ply LOT 18/81/9 FT PIERCE/INDI T17262648 1811680 D01 Common 3 1 Job Reference o tional ryanaers rirslz3ource trianl uny, rLb rianl uny, rr- - 0s0bI, me iu s may rp eu r a rvu i eK ,naustrres, jr1c. , r nu uun b u0: i D:au zu i a rage r ID:UFLsKgoi2lTgRmwAjjSQPzBAGN-9zhySRiffSlBnjw72BQk9nN6LL7Pb8W u6g5ARwz93KB 1-4.0 8-2-15 10-4-0 12-5-1 20-8-0 22-0-0 , 1-4-0 8-2-15 2-1-1 2-1-1 8-2-15 1-4-0 Scale=1:38.5 i 3x4 4 3x4 i 3x4 •I 3 5 ' 6.00 F12 18 17 1.5x8 STP= 2 � 1 c e . . . 10 21 .22 23 9 8 24' 2x4 // 3x6 = 2x4 �\ 4x6 = 19 20 6 7 b 46 = 5.6-6 15-1-10 20-8.0 5.6-6 9-7-4 5.6-6 Plate Offsets (X Y)-- : [4:0-2-15 0-1-81 LOADING (pso SPACING- 2-0-0 . CSI. DEFL. in (loc). .I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC .. 0.76 Vert(LL) 0.51 8-10 >483 240 1 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT)' -0.78 8-10 >318 180" BCLL 0.0 Rep•Stress Incr NO WB 0.60 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC20177T'PI2014 Matrix-MSH Weight: 90lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc purling. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 7-1-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size). 2=1101/0-8-0, 6=1109/0-8-0 Max Harz 2= 179(LC 11) Max Uplift 2= 703(LC 10), 6 708(LC 11) FORCES. (lb) - Max. Comp:/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2037/1485, 5-6=-2049/1495 BOT CHORD 2-10_ 1065/1737, 8-10=-897/1364, 6-8=-1072/1746 WEBS .3-5=-1466/1585, 5-8=-312/758; 3-10=-2987742 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=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2) -1-4-0 to 4-1-10, Interior(1) 4-1-10 to 4-10-6, Extedor(2) 4.-10-6 to 15-9-10, riterior(1) 15-9-10 to 16-6-6,:Extedor(2) 16-6-6 to 22=0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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-O'talll by2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of.565 psi.. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=703, 6=708.. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25,. Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-7= 54, 10-11= 20,.10-21=-60, 8-21= 75, 8-24=-35, 14-24=-20 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2019 0 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek& connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a.truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. prevent is always required.for stability and to prevent collapse with possible personal Injury and:property damage. For general guidance regarding the . . .. . 1. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Criteria, DSB-89'and SCSI Building Component . 6904 Parke East Blvd. Tampa, FL 33610 Safety Informafbnovallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply LOT 18/81/9 FT PIERCE/INDI T17262649 1811680 D01 B Common' 3 1 Job Reference (optional). puuuers rustaource triant Ldry,,rL/, rranr Uny, rL - Jabot, mzvu s may 7a. zui U mi i eK inausmes, jnc... i,nu uun b uts:1 aslu zui U rage, ID:UFLsKgoi2lTgRrnwAjjSQPzBAGN-9zhySRlffSl8njw72BQk9nN5UL4_ vbB5u6g5ARwz93KB 1-4.0 B-2-15 10-4.0 12-5-1 20-4-0 1-4-0 r 8-2-15 2-1-1 2-1-1 7-10-15 Scale=:1:37.7 .. 3x4 4' 3x4 3 5 Plate Offsets (X,Y)-- [2:0-2=9,0-1-81, [4:0-2-15,0-1;81, [6:0-0-0,0-0-101 LOADING (psf) SPACING- 2-0-Q CSI. DEFL. in .(loc). Well Ud PLATES GRIP TCLL 20.0 . Plate Grip DOL 1.25 TC . 0.81 Vert(LL), -0.33 7-9 >745 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT). -0.54 7-9 >448 180 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH . Weight: 881b FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 `Except' TOP CHORD; Structural wood sheathing directly applied or 3-8-11 oc purlins. 4-6: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 6=750/0-3-8, 2=827/0-8-0 Max Horz 2=206(LC 10) Max Uplift 6=-432(LC 11), 2=-511(LG 10) FORCES.. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1301/892, 3-4=-252/132, 4-5— 253/134, 5-6= 1279/893 BOT CHORD 2-9=-630/1094, 7-9= 653/917, 6-7=-632/1074 WEBS 3-9=0/438, 3-5==1059/1318, 5-7=0/405 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=5.Opsf; h=15ft; Cat. -II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-4-0 to 4-1-10, Interior(1) 4-1-10 to 4-10-6, Exterior(2) 4-10-6 to 20-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber D01-=1.60 plate grip DOL=1.60 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, with BCDL = 10.0psf. 5) Bearings are:assumed to be: , Joint 6 SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=43212=511. Joaquin Velez PE:No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2019 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMII-7473 rev, 1010312015 BEFORE USE. ' Design valid for use only with MITei ®connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing nA � l I VlT ek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIRPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Inloanatbnavailoblefrom Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314. Tampa, FL 33610 Job Truss r Truss Type Qty Ply i LOT 18/81/9 FT PIERCE/INDI 1811680 D03 Hip. 1 1 T17262650 Job Reference (optional) builaers mrstbource (Flan laty,: M), mant Ulty, t•L - 33b6/, 8.24u S May u. zul u MI I eK Inaustrles,.inc... i nu jun 6 uun b:3l xul,u rage 1 ID:JR51SNiTSiaXAOM8FKU9owzAhiT-dAFKfnJIQIQ?PtVCbuyzh?wGIkTdKie1 LKrkzNz93KA 6-3-5 9-0.0 11-8-0 14-4-12 20.8.0 22-0-0 1-4=0 6-3-5 2-8-12 2-8-0 2-8-12 6-3-5 1-4-0 - Scale = 1:38.3 46 = . -4x6 = - 4 18 5 m to 3x6 = 3x4 _ . 5x6 = 3x6 = 9-0-0 11-8-0 20-8.0 . 9-0.0 2-8-0 9-0.0 Plate Offsets (X Y)-- I9:0-3-0 0-3-01 (psf) SPACING- 2-0-0 CSI. DEFL. in (loc). Vdefl Lid PLATES GRIP .LOADING TCLL 20.0 Plate Grip DOL 1.25 TC 0:72 Veft(LL) 0.20 10-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) ' ' -0.34 10-13 >721 186 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 94 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-10 PCpurlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6.3-5 oc bracing. WEBS2x4 SP No.3 REACTIONS. (lb/size). 2=837/0-8-0, 7=837/0-8-0 Max Harz 2=159(LC 10) Max Uplift 2=-520(LC 10), 7=-520(LC 11) FORCES. (lb) - Max. Comp:/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1235/1162, 3-4=-1024/1017, 4-5=-871/930, 5-6=-1035/1030, 6-7— 1237/1162 BOT CHORD 2-10=-742/1669; 9-10=-388/871, 7-9=-742/1071 WEBS 4-10=-354/346, 5-9=-362/345, 3-10=-335/530, 6-9=-329/528 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=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3) -1-4-0 to 4-1-10, Exterior(2) 4-1-10 to 16-6-6, Comer(3) 16-6-6 to 22-0-0 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 psf bottom chord live load n0hcollcurrent 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) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=520,'7=520. Joaquin Velez PE N.6..68182 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33810 Date: June 6,2019 0 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1e/03/2015 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 'S a truss system. Before use, the building designer must verify.the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent.buckling is always required for stability and to prevent.collapse with possible personal Injury and.property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Criteria, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Informationovaliabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type , r Oty Ply 'LOT 18/81/9 FT PIERCEIIND] T17262652 1811680 E3 Jack -Open 3 1 Job Reference o tional Builders I-irstbource (Plant Gity, I-L), want Gity, hL - 33567, 6.24U S May 13 2U19 Mi I eK Inausmes, Inc. I nu dun 6 U6:15:33 zUl9. rage 1 ID:J R5ISNiTSiaXAOM8 FKU9owzAhiT-ZYN44TKYxNgieBfajJ_Rm0?i2YGUoebKoeKg2Fz93KB -1-4-0 3 0 0 1-4-0 3-0-0 Scale = 1:12.8 • 3 6.00 12 . 3-0.0 3.0-0 Plate Offsets (X,Y)-- f2:0-0-8,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc). .I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOIL 1.25 TC 0.34 Vert(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) 0.02 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MP Weight: 12 lb FT = 20% -LUMBER- BRACING - TOP CHORD: 2x4 SP No.2 TOP CHORD. Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=61/Mechanical, 2=197/0-3-8, 4=31/Mechanical Max Harz 2=145(LC 10) Max Uplift 3— 83(LC 10); 2=r139(LC 10), 4= 37(LC. 7) . Max Grav 3=61(LC 1), 2=197(LC 1), 4=50(LC 3) 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=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Comer(3)-zone; porch left exposed;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) All bearings are assumed to be SYP. No:2 crushing capacity of 565 psi: 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 4 except Qt=lb) 2=139. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2019 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MX7473 rev. 1010=015 BEFORE USE. —m :... - Design valid for use only with MiT6-W 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 opplicabllity 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. MiTeW is always required. for stability and to prevent. collapse with possible personal Injury and:property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Cua1By Criteria, DSB-69 and BCSI BuBding Component . 6904 Parke East Blvd. Safety InformatIonavoilable from Truss Plate Institute, 218 N. Lee Street, Suite,312: Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type , Oty Ply 'LOT 18/8119 FT PIERCE/INDI T17262653 1811680 E5P JACK -OPEN TRUSS 3 1 Job Reference o tional euimers rrrslaource trranc Lrry, Ml, riant airy, rL - oaao/, a.cvu s "'ay ;rq zu r a rvu i eK inuusines, inc. i.nu uun o uo: i a:oa eu i.a raye i IWO_uD4BM3Rhvn5slpy6aEmzjfl L-ZYN44TKYxNgieBfajJ_Rm0?eyYBaoebK6eKg2Fz93K8 1 1 4-0 5-0.0. 1.4.0 5-0-0 Scale = 1:17.8 3 6.00 F12 m 0 p N N p 1 .4 M 5-0.0 Plate Offsets (X Y)-- [2:0-0-4 Edge] LOADING (psf) SPACING- 2-0-0. CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL - 1.25 TC 0.61 Vert(LL) , 0.13 4-7 >466 240 MT20 244/190 TCDL' 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) 0.11 4-7 >533 '180 BCLL " 0.0 ' Rep Stress Incr. " YES WB 0.00 Horz(CT) . -0.00 3 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MP Weight: 18lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=113/Mechanical, 2=264/0-3-0, 4=59/Mechanical Max Harz 2=216(LC 10) 'ft — C — LC 10 4— 66 LC 7 ax Upll 3--156(L 10I,, 2--166( ), ( ) Max Grav 3=113(LC 1), 2=264(LC 1), 4=88(LC 3) 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=4.2psf; BCDL=5.Opsf; h=15ft, Cat. 11; Exp C; Encl., . GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; porch left exposed;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.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) Bearings ate assumed to be: Joint 3 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at=lb) 3=156, 2=166. Joaquin Velez PE NO.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2019 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MX7473 rev. 10Po3/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTP11 Quail Critedo, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Infannaflonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22 14. Tampa, FL 33610 Job Truss Truss Type 4 Qty Ply i LOT 18/81/9 FT PIERCEIINDI T17262654 1811680 E7 JACK -OPEN 29 1 Job Reference (optional) tfunaerS Frrsujource p-tam uity, t-L), want tiny, r-L - 330b/, a.z4u s may i3 zuiv nor r eK Inausiries, Inc. Lnu Jun B U6:1b:34 zuiv rage l ID:UFLsKgoi2_ ITgRrnwAjjSQPzBAGN-1 lxSHplAigoZGLEnHOVgJdYmkyU?X5rU113Oahz93K7 1-4-0 3-2-0 7-0-0 1-4-1 3-2-0 3-10-0 - Scale = 1:22.6 2 1.5 6• d• 3x4 'i 4 7-0.0 7-0-0 Plate Offsets (X,Y)-- [2:0-2-10,0-1-81 LOADING (psf) SPACING- 2-0-0.. CSI. DEFL. in (loc). I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.20 4-7 >411 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.21 4-7 >400 180' BCLL 0.0 Rep Stress Incr . YES WB 0.00 Horz(CT) -0.01 3 n/a n/a . BCDL 10.0 Code FBC2017rrPI2014 . Matrix -MP Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=166/Mechanical, 2=336/0-8-0, 4=83/Mechanical Max Horz 2=287(LC 10) Max Uplift 3=-228(LC 10), 2=-197(LC 10), 4=-9(LC 10) -Max Grav 3=166(LC 1.), 2=336(LC 1), 4=124(LC 3) FORCES. (Ib) -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=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(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.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) Bearings are assumed to be: Joint 2.SYP, No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 3=228, 2=197. Joaquin Velez PE N0.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2019 A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MfTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to. prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing A MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Criteria, DSB-69:and BCSI Bugdtng Component Safety Infonnatlanavailabie from Truss Plate Institute, 218 N. Lee Street, Suite.312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type r Qty Ply I LOT 18/81/9 FT PIERCE/INDI T17262655 1811680 F01 Common 2 1 Job Reference (optional). builders rlrstSource (viant Ulty,.rL), F iant l;ny, rL - d3b6(, t3.z4u s may 7J zuly mi i eK Inausmes, Inc..I nu.lun b ut$:1 b:34'Lu1U rage l I D:J R51SNiTSiaXAOM8FKU9owzAhiT-11xSHpL4igoZGLEnHOVgJdYoVyW yX2BU1130ahz93K7 i - -1-4-0 - 1.4-0 5-0-0 , - 8-8-0 , 10-0-0 1-4-0 3-8-0 3-8-0 1-4-0 Scale =1:23.1 4x6 Q .. .. q IT 0 1-0-0 -1-a•0 5-0-0 a-9-0 8- 2 10: - 1-0-0 -4-0 3-8-0 3-e-0 0- - 2 1-0-8 0-1-12 Plate Offsets (X,Y)-- . [2:Edge,0-0-41, [3:0-0-14,0-1-121, [4:0-3-2,0-2-01, [5:0-0-14,0-1-121; [6:Edge,0-0.41, [8:0-0-0,0-1-121, [8:0-0-4,1-1-01, [10:0-0-4,1-1-01, [10:0-0-0,0-1-12] LOADING (psf) SPACING- 2-0-0 . CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL ; 1.25 TC 0.68 Vert(LL) " 0.07 9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) 0.06 9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FBC20171rP12014 Matrix-MSH Weight: 41 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP N0.3 REACTIONS. (lb/size), 8=442/0-3-8, 10=442/0-4-0 Max Harz 10=-97(LC 15) - Max Uplift 8=-307(LC 11), 10=-307(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-4— 182/436, 4-5=-181/441 WEBS 5-8=:277/789, 3-10=-277/732 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=5.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Comer(3) zone; cantilever right exposed; porch left and right exposed;C-C for members and forces & MW FRS.for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconourrent 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) Bearings are assumed to be: ; Joint 8 SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 8=307, 10=307., Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date:: .June lB,2019 0 WARNING- Verify design parameters and READ NOTES ON THIS AND. INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only,with MiTek® connectors. This design is. based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to, prevent.buckling of individual truss web and/or chord members only. Additional temporary, and permanent bracing. ��T®k� Is always required for stability and to prevent collapse with possible personal Injury and:property damage. For general guidance regarding the . .. . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIMII Quality Cdlrada, DS111-89.and BCSI Building Component 6904 Parke East Blvd. " Safety Intmmationovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ■ a Qty Ply LOT 18/81/9 FT PIERCE/INDI I T17262656 1811680 F02 Hip Girder 1 1 �. Job Reference (optional) builders HrStbource (F9ant Ulty,. t-L), Flant Uny, hL - 3358/, 8.240 s May 13 2019 MI I eK Industries,, Inc. .1 hu Jun 6 U8:15:35 ZU19: Page 1 ID:JR51SNiTSiaXAOMBFKU9owzAhiT-VxVrV9MoT_wQuVpzgkOvsr51 UMuhGY6dGypx68z93K6 1-4-0 3-0.0 7-0.0 10-0-0 11-4-0 1-4-0 3-0-0 4-0-0 3.0-0- 1-4-0 III 4x6 3 17. 46 = 4 3-0 0 7-0.0 8-4-2 8-11-B 10-0.0 3-0-0 4-0.0 1-4-2 0-7-6 1-0-8 Scale = 1:23.5 LOADING (psf) SPACING- 2-0-0 . CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TCLL 20.0. Plate Grip DOL _ : 1.25 TC : 0.41 Vert(LL) 0.08 8 >999 240 . . . MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC ' 0.50 Vert(CT) -0.07 8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(CT) -0.01 5 n/a ' n/a - - BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH . Weight: 44lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc. purlins. BOT CHORD2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-3-4 oc bracing. WEBS 2x4 SP No.3 WEDGE Left:'2x6 SP No.2, Right: 2x6 SP No.2 REACTIONS. (lb/size) 2=462/0-3-8, 5=584/0-3-8 Max Harz 2=67(LC 8) Max Uplift 2= 398(LC 5), 5=499(LC 4). Max Grav 2=466(LC 19), 5=584(LC 1) FORCES. (lb) -Max. Comp./Max. Ten.- All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 529/525, 3-4= 475/502, 4-5=-556/570 BOT CHORD 2-8=-43B/491, 7-8=-441/500, 5-7=-429/482 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever right exposed; porch left and right.exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 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) All bearings are assumed to be SYP N6.2 crushing capacity of 565 psi. . 7) :Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except fjt=lb) 2=398, 5=499. 8) Girder carries hip end with 3-0-0 end setback. 9) Ha6ger(s) or other connection devioe(s) shall be provided sufficient to support concentrated load(s) 98 lb down and 54 lb up at 7-0-0, and 98 Ib down and 541b up at 3-0-0 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 Joaquin Velez PE.No.68182 Uniform Loads (plf) MiTek USA, Inc. FL Cert.6634 Vert: 1-3=754,.3-4=-64(F- 10), 4-6= 54, 8-9=-20, 778=-24(F=-4), 7-12= 20 - 6904 Parke East Blvd. Tampa FL 33610 Concentrated Loads (lb) Data* Vert: 8=-56(F) 7=-56(F) ... June 6,2019 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIFEK REFERANCE PAGE MIP7473 rev. 10/0=015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a.truss system. Before use, the building designer must verify. the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to. prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IVI� IW MOW Is always required for stability and to prevent.collopse with possible personal Injury and property damage. For general guidance regarding the . . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/iPll Quality Cdleda, DSB489:and BCSI Building Component 6904 Parke East Blvd. Safety Infomlatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite.312, Alexandria, VA 22314. . ' Tampa, FL 33610 Job Truss Truss Type i I F' City Ply LOT 18/81/9 FT PIERCE/INDI T17262657 1811680 H3 Diagonal:Hip Girder 1 1 Job Reference (optional) rsmwers ruslaource trrani.L41y,: rl.-I, rianl cny, m.. - 000pt, 1-10-10 1=10-10 o.z4u s may T 4 zui a mi r eK inausmes, Inc. i nu dun b uo:15:ab zu1 a rage 7 I D:J R51SNiTSiaXAOM8FKU9owzAhiT-z73DiVNQE12HVeO9ORXB02dDfIJD77KnVcYVfaz93K5 423 4-2-3 Scale -1:12.6 423 423 LOADING (psg SPACING- 2-0-0 CSI. DEFL. in' (loc) . I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 V•ert(LL) 0.04 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC , 0.16 Vert(CT) 0.03 4-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 16 lb. FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=60/Mechanical, 2=179/0-5-11, 4=24/Mechanical Max Horz 2=153(LC 6) Max Uplift 3=-102(LC 6), 2=-317(LC 6), 4=-52(LC 6) Max Grav 3=60(LC 1), 2=179(1_C 1), 4=59(LC 3) FORCES. (lb) -Max. Comp./Max. Ten.,- Ail forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; porch left exposed;, 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at=lb) 3=102, 2=317. 7) 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)c Lumber Increase=1.25, Plate Increase=1:25 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads. (plo Vert: 2=0(F=27, B=27)-to-3= 57(F= 2, B=-2), 5=O(F=10, B=10)-to-4= 21(F=-1, Joaquin Velez,PE N6.68182 MI rek USA, Inc. FL CeR 6634 6904 Parke East Blvd. Tampa FL 33610 . Date:' June 6,2019 . Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 1011212015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is. based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always. required for stability and to prevent.collopse with possible personal Injury and property damage. For general guidance regarding the . . . fabrication, storage, delivery, erection and bracing of trusses and Truss systems, seeANSVTPl1 Gualtty Criteria, DSBI BCSI BuBdIng Component .. 6904 Parke East Blvd. Safety Infotmatlanavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type . t " ► Qty Ply LOT 18/81/9 FT PIERCE/INDI T17262658 1811680 H3C Diagonal Hip Girder 1 1 Job Reference (optional) ........ r,IJIOVUIUG tr.G t_ Aly, r-Ll, r,anr uuy, rL - aoaoi, Z4U S May jo zui v MI I eK Inauslnes, Inc. I nu Jun 6 UMA b:36 ZU19. rage 1 I D:J R51 S N iTSi aXAO MBFKU 9owzAhiT-z73DiVNQ E 12 H VeO90 RX802d B I I Ce?? KnV cYVfaz93 K5 1-10-10 4-2-3 1-10-10 4-2-3 Scala = t l9B r 1 1.5x6 STP = 1-4-15 1-84 4-2-3 1-4-15 6-3-4 1 2-6-1 „ ,�... LOADING (psf) tea,.. -.... SPACING- 2-0-0 , CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.03 4-5 >999 1 240: MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.5B Vert(CT) -0.02 4-5 >999 180 " BCLL .0.0 Rep Stress Incr NO WB 6.00 Horz(CT) . 0.06 3 n/a n/a BCDL 10.0 Code FBC2017[TP]2014 Matrix -MP Weight: 16 lb FT = 20 % LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=18/Mechanical, 4=-57/Mechanical, 5=302/0-6-7 Max Horz 5=153(LC 6) Max Uplift 3=-39(1_C.8), 4=-57(LC 1), 5=-535(LC'6) Max Grav 3=1B(LC 1), 4=117(LC 12), 5=302(LC 1) 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=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left exposed; porch left exposed; 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.bpsf 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 5=535. 7) 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=125 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads (plf) Vert:2=0(F=27, B=27)-to-3=757(F=-2, B=-2), 6=0(F=10; B=10)-to-4=-21(F=-1, B= 1) Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data, June 6,2019 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I74473 rev. 101032015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for on Individual bullding 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 bullding design. Bracing indicated is to. prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII Cuallty Criteria. DSB49.and SCSI BuBding Component . 6904 Parke East Blvd. Safety Informatlonavailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314. Tampa, FI,33610 Job Truss Truss Type P < Qty Ply LOT 18/81/9 FT PIERCE/INDI T17262659 1811680 H5 DIAGONAL HIP GIRDER 2 1 Job Reference (optional) timaers "rsmource (vianl. Vny, I-L), vian1 Lolly, FL -; i3bb/, a.Z4u S May, 7J 2U18 MI I eK Inaustnes,,lnc., I nu Jun 6 Ut3:1 b:J/ ZU1,a rage l IDJO_uD4BM3Rhvn5slpy6aEmzjfl L-RKdbwg02?bA87ozLy92NxGAlp9ZokSawjGl2BOz93K4 1-10-10 7-0,2 1-10-10 7 0 2 Scale = 1:17.3 a � 1 7-0-2 7-0-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in . (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.29 4-7 >285 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) 0.21 4-7 >404 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 25lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (lb/size) 3=196/Mechanical, 2=266/0-3-8, 4=91/Mechanical Max Horz 2=2.13(LC 4) Max Uplift 3=-265(LC 4), 2=-389(LC 6), 4=-84(LC 4) Max Grav 3=196(LC 1), 2=266(LC 1), 4=136(LC 3) 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=4.2psf;.BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; porch left exposed; 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 fora 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at.joint(s)'4 except Qt=lb) 3=265, 2=389. . 6) 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: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=0(F=27, 13=27)-to-3=-95(F=-20, B=-20), 5=0•(F=10, B=10)-to-4=-35(F==8, B=-8) Joaquin Velez PE Nd.68182 MiTek USA, Inc. FL Cert.6634 6904 Parke East Blvd. Tampa FL 33610 Date: June 6,2019 Q WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MX7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building, component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing p iwiTek� Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII Quality Cdterlo, DSB49:and BCSI Building Component 6904 Parke East Blvd. Safety Intonnatlonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type " " Qty Ply i LOT 18/81/9 FT PIERCE/INDI T17262660 1811680 H7 DIAGONAL HIP GIRDER 5 1 Job Reference (optional) r3ullaers virsi6ource trlant,Gny, i7Lt, rlant Uty, t-L - JJbW, . U 24U S may 13 zu19 MI I eK Industries, inc. .I hU Jun 6 U6:15:37 ZU19 rage 1 . I D:U FLsKgoi2lTgRrnwAjjSQPzBAGN=RKdliwgO2?bAB7ozLy92NxGANS9a3kPdwjG l2BOz93K4 L 1-10-10 6.3-7 9-10.13 1-10-10 6-3-7 3-7-6 4 Scale = 1:22.2 - 6x8 = 6-3-7 9-10-13 6-3-7 3-7.6 Plate Offsets (X,Y)-- f2:0-24,0-0-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC . 0.45 Vert(LL) 0.12 7-10 >995 240. MT20 244/190 TCDL 7.0 Lumber DOL : 1.25 BC 0.50 Vert(CT) 0.09 7-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.25 Horz(CT) -0.01 5 n/a n/a . BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 42 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD, Rigid ceiling directly applied or 6-6-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=165/Mechanical, 2=410/0-8-0, 5=422/Mechanical Max Horz 2=374(LC 4) Max Uplift 4=-237(LC 8), 2=-473(LC 4), 5=-442(LC 4) Max Grav 4=219(LC 18),.2=410(LC 1), 5=422(LC 1) . FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-638/451 BOT CHORD 2-7=-695/576, 6-7=-695/576 WEBS 3-7=-176/306, 3-6=-707/852 NOTES- 1) Wind: ASCE 7-10; Vult=16dmph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; porch left exposed; 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) Bearings are assumed to be: ; Joint 5 SYP No.2 crushing capacity of 565 psi. " 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 4=237, 2=473, 5=442. 7) In the LOAD CASES) 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; 1-2=-54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to-4=-133(F=-39, B==39), 8=0(F=10, B=10)-to-5=-49(F— 15, B— 15) Joaquin Velez PE,N0.66182 MTek USA, Inc. FL Ceit 6634 East Blvd. T 6904 Parke ampa FL 33610 . Date: June 6,2019 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIW473 rev, 1010312015 BEFORE USE. Design valid for use only, with Mtrek® connectors. This design Is, based only upon parameters shown, and is for an Individual building component not �- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent.buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p�� l IVAT e�� Is always required. for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrPII Quality Cdtorla, DSB41119.and BCSI BuDding Component 6904 Parke East Blvd. Safety Infonnatlo avoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Cly Ply LOT 18/81/9 F.T PIERCE/INDI T17262661 1B11680 L01 COMMON TRUSS 2 1 Job Reference (optional). r Builders FirstSource (Plant.Qlty, FL), i'iant city, FL - 33567, 8.240 s May l3'LU19 Mi I eK Inaustnes, tnc. i.nu Jun 6 Ursa 5:36 2U19 rage l ID:iO_uD4BM3Rhvn5slpy6aEmzjfl L-wWAz7AOhmvl?IyXYWsacTTiRBZgXTtr3ywl bjTz93K3 -1-4-0 7-0-0 14-0-0 15-4-0 1 4.11 7-0-0 7-0.0 1-4-0 Scale = 1:27.0 ... 3 3x4 = cn� n 3x4 = I" 0 LOADING (psf) SPACING- 2-0-0 . CSI. DEFL. in .(loc) .Well Ud PLATES GRIP TCLL 20.0 Plate Grip IDOL . 1.25 TC 0.89 Vert(LL) 0.23 6-9 >721 240 MT20 . 244/190 TCDL 7.0 Lumber DOL' 1.25 BC " 0.81 Vert(CT) 0.20 6-9 >843 180 BCLL 0.0 ' Rep Stress Incr- YES WB 0.19 Horz(CT) -0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 54lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 be puflins. BOT CHORD 2x4 SP No.2 BOT CHORD, Rigid ceiling directly applied or 4-7-6 oc bracing.. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=59010-3-0, 4=590/0-3-0 . Max Horz 2=128(LC 10) . Max Uplift 2=-394(LC 7), 4=-394(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-729/1437, 3-4=-729/1437 BOT CHORD 2-6=-1046/586, 4-6=-1046/586 WEBS 3-6=-736/323 NOTES- 1) :Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. ll; Exp Q End., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; porch left and right.exposed;C-C for members and forces & MWFRS for reactions shown; Lbmber:DOL=1.60 plate grip DOL=1.60 : " ' 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 fora"live load of 20.Opsf on the bottom chord in. all areas where a rectangle 3-6-0 tall !by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=394, 4=394. - 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE MIh7473 rev. 10/03/2015 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 properlyincorporate this design Into the overall - building design. Bracing Indicated is to. prevent.buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing p� Tgk• IVI� I Is always required for stablllty and to prevent. collapse with possible personal Injury and:property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrPl1 GualBy CrBeda, DSB-89 and SCSI BuNding Componerif 6904 Parke East Blvd: Saf.ty Informatio avalloble from Truss Plate Institute, 218 N. Lee Street, Sulte.312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ' �, 1 1 at Qty Ply LOT 18/81/9, FT PIERCE/INDI T17262662 18116130 L02 HIP TRUSS 1 1 Job Reference optional) ' • tsuiiaers rirsrzn�ource trianl Ully, t-Lj, riami Liry, rL - JJor1/, b'i!4u s may ra zui a mr r eK mauswes, inc. i_nu uun o ua: r oaa zu ivrage r ID:iO_uD4BM3Rhvn5slpy6aEmzjfl L-OikLKW PJXDRsM66k3a5rOhFhXzGbCKgDBan9Fvz93K2 1-4.0 5-0-0 9-0-0 _ 14-0-0 .15-4.0 I _0 5-0-0 4-0-0 5-0.0 - Scale = 1:27.1 ' 5x6 =. , 4x6 = 3. . 15 4 3x4 cny n. .. — 3x4 m 0 N 5.0-0 9-0-0 14-0-0 5-0-0 4-0-0 5-0-0 Plate Offsets (X Y)-- [3:0-6-0 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL _ 1.25 TC 0;54. Vert(LL) 0.09 8-11>999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.07 8-11 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.15 Horz(CT) -0.03 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 61 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-12. oc pu0ins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-4-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=890/0-3-0, 5=890/0-3-0 Max Harz 2=98(LC 12) Max Uplift 2= 765(LC 5), 5=-765(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. :TOP CHORD 2-3= 1554/1325, 3-4=-1370/1247, 4=5=-1556/1326 BOT CHORD 2-8=-1148/1468, 7-8=-1166/1497, 5-7— 1100/1406 WEBS 3-8=-316/494, 4-7=-326/519 . NOTES - I) 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=5.Opsf; h=15ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent Wate.rponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconclirrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by,2-0-0 wide will fit between the bottom Chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=76515=765. 7) Girder carries hip end with 5-0-0 end setback. 8) Hanger(s).or other connection device(s) shall be provided sufficient to support concentrated load(s) 381 Ib down and 209 lb up at 9-0-0, and 381 lb down and 209 lb up at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others:.. ' 9) .In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate. Increase--1.25 - Uniform Loads P If Vert: 1-3=-54, 3-4=-85(F=-31), 4-6=-54, 8-9=-20, 7-8=-32(F= 12), 7-12=-20 Concentrated. Loads (lb) Vert: 8=7216(F) 7=-216(F) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904.Parke East Blvd. Tampa FL 33610. . . Date: Jun e 6,2019 . 0 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111.7473 rev. 101031201E BEFORE USE. -- Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall • building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and.property damage. For general guidance regarding the. , fabrication; storage; delivery, erection and bracing of trusses and truss systems, seeANSVWII Quality Cit la, DSB-89 and BCSI Bulldln'g Component. 6904 Parke East Blvd. Safety Infoanatbravailabie from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 -Symbols PLATE LOCATION AND ORIENTATION 1 3/4 Center plate on joint. unless x, y -offsets are indicated. Dimensions are in ft-in-sixteenths:.. Apply plates to both sides of truss and fully embed teeth. 1 General'Safety Notes Failure to. Follow Could Cause Property Ddmage.or Personal Injury: ._. 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI: 2. Truss.bracing must.be designed by an engineer.Tor q. wide truss spacing, individual lateral braces' themselves may require bracing, or alternative Tor I p bracing should be. considered., U: Epp . Never exceed the design loading shown .and never, .. ....... �. a on in sses. - � U stock materials 'adequately braced, tru �, O_ 4. Provide copies of this truss design to the building For 4 x 2 orientation,, locate c7=s c6a c5s designer, erection supervisor, property:owner and: plates 011/0 from outside BOTTOM CHORDS all other interested parties: edge Of truss. 8 7 6. _ 5.. 5. Cut members to bear tightly against each other; .. - 6. Place plates on each face of truss at each . This symbol ind'ICdtes t_he. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND -THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/rPI 1. THE LEFT connector plates. p 7. Design assumes trusses will'be suitably protected from t CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the env'ironmen in accord.with A NSI/TPI 1. Plate location.details available in MTek 20/20 . :.. NUMBERS/LETTERS.. software or upon request:: 6. Unless otherwise noted, moisture content of lumber.: shall not exceed 19% at time of fabrication. PRODUCT CODE APPROVALS = 9. unless:expressly noted, this design is not applicable for _�. PLATE SIZE . use with fire retardant, preservative treated,: or green lumber. c C-ES: Reports: The first dimension is -the plate 10. Camber is anon =structural consideration and:is the 4 X 4 width measured. perpendicular ESR-1311; ESR-1352,. ESR1988 responsibility of truss fabricator. General practice is to to slots._ Second dimension is ... ER-3907,' ESR-2362, ESR-1397, ESR-3282. comber for dead load deflection the length parallel,to slots. ... , . .1.1. Plate"type, size, orientation.and location. dimension s .. indicated are minimum -plating requirements. LATERAL BRACING LOCATION 12: Lumber used shall be of the species and size, and in all respects, equal to or better than that Trusses are designed for wind loads in the plane of the specified ., Indicated byy s mbol shown and/or .. by text in the acing section Of the truss un brless otherwise shown.: 13. Top chords must be sheathed or purlins provided_ at output. Use T Or I, bracing . spacing indicated on design:.: if indicated. Lumber design values are in accordance with ANSI/TPI.1 section 6.3 These truss designs rely. on lumber values 14. Bottom chords require lateral bracing at 106. spacing, r le , i li , unless otherwise n BEARING established by others. 1.5 C t sh her f o less, n i . • onnections'no own are t responsibility o others.; Indicates location where bearings p 16. Do not cut or alter truss member or plate without prior . (supports) occur. Icons vary but © 2012 MiTekO All Rights Reserved approval of an engineer. reaction section indicatesjoint number where bearings occur, 17. Install and load vertically unless indicated otherwise. ��� . . Min size Shown IS for Crushing Only. � . 18. Use, of green or treated lumber may pose unacceptable . . . - environmental; health or performance risks: Consult with c engineer before use. proje t ngin er b f Industry Standards: ANSI/TPI1: National Design. Specification for Metal 19. Review all portions of this design (front -back, words . Plate Connected Wood Truss Construction. and pictures).before use.. Reviewing pictures alone:. DSB :89: Design Standard for Bracing. ' e is not su fficient. BCSI:, - Building Component Safety Information, 20. Design assuQmes manufacture in accordance with' • 1 t Guide to Good Practice for Handling, MiTe ANSI/TPI Quality Criteria. Installing.& Bracing of. Metal Plate C:onnectef'Woocf.-,russes. MTek Engineering Reference Sheet: Mll-7473 rev..10/03/2015 Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to -scale) 1: 2 -.3