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HomeMy WebLinkAboutTrussl 249 Maitland Avenue, Suite 3000 rl= D S Altamonte Springs, Florida 32701 P: (321)972-0491 1 F: (321)972-0484 1 E: info@fdseng.com Website: www.fdseng.com ENGINEERING ASSOCIATES January 20, 2020 Building Department Ref: Adams Homes Lot: Lot 29 Blk. 2 Subdivision: Fort Pierce - Waterstone .Address: 8116 Amalfi Cir. Model: 3000 B LHG KA # 19-8299 Truss Company: Builders First Source Date of drawings: 1/20/20 Job No.: 2177628 ^Q Wind Speed: 160 Exposure: C - Truss Engineer: Joaquin Velez G To whom it may concern, 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. Contractor or 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, `95,�eeeusn;rr rr0 ti� p pgLO r�9.,e N 5786 N r 3t TE OF 1/20/2020 Lu Carl A. Brown, P.E. IN I' gkt&P'�,� $ Todd M. Born, P.E. FL. # 56126 FL. is CIA �I0' %` NN FL. # 82126 "Doing Business with a Service Mindset and an Eye for Detail" �I �_�_ ®'__ ME . ®- Itllal 1�,�������. 6 '1► Ii� MI_ REXPOSED TO WIND \I ''i �I I �I�I ra I n I� .. MissI_•�_i_i_i_i__i_ n �— .. �I 1 �I■I■I■I■I ■I��1■_ � �� a 1 III`Ir �I III I a � . � III III � III®_�■_ ,.III_®_�__®1■_ - ����1■ �_A\t'®_1■ �I�I ■■,1�■■I �I j `® ICI r•I� 1' i _ ®1■ ■1 I_I_rarA��11�1 • ■_�� IVA 1—'_�1■ —a1' ®;— �FII�I�I�I�I�II�I�I�I�I�I►�� CONNECTORS SCHEDULE ROOF TRUSS O ID MODEL ROOF UPLIFT SYM 0 1 A-11 LUS24I JUS24 1 8951836 4901510 +Lv 7 A HTU26I THD26 36001 U70 1555/2330 +a 0 B HTU28I THD28 4680/6040 2140/2330 +te 1 C HTU26-2/THD26.2 36DO/3355 217512MO Iw 0 D HTU28-21 THD282 4580/6005 3485/2695 JP 0 E HGUS2&2/THDH2&2 5320/6245 2155123,10 JX 0 F HGUS26-21 THDH2&2 7460/8025 3235/3330 JF 0 G HGUS264/THOH264 5230/6245 2155/2340 u 0 H HGUS284/THDH28-3 7460/7335 3235/4370 1H 0 J THASR-L29 / .......go 4095 / 43]0 + u 32 3X8HOP WEVIEWED ❑ REVISE AND RESUBMIT ❑ REVIEWED WITH NOTATIONS ❑ NOT REVIEWED (SEE EXPLWTION) Corrections or comments made on equipment submittals or shop drawings during this review do not relieve con- tractor from compliance with requirements of the draw- ings and specifications. This check is only for review of general conformance with the design concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for confirming and corelating all quantities and dimen- sions, selecting fabrication processes and techniques of construction, coordinating his work with that of all other trades and performing his work in a safe and satisfactory manner. FLORIDA DESIGN SOLUTIO a INC. Date 1/P220 By Submittal Bo. Project No. Project Eng. Project Name neapfopraR6.1aeR . ueiwsew. ev e.R _wwracsuuswo anw^--xreimwrmasm-�r IMPORTANT es'auiancr`cit wv r cer'0 Me Drawing Must Be APPrewd And Returned Belpre Fabricagon Will waere mRw i eotrauumuveuvo Begin. For Your Pratecdon Check All c Dimenalans And CondiBoru Prior Tw APPne.1 Of Fee.SIGNATURE BELOW INDICATES ALL ROOF LOADING FLOOR LOADING NOTES AND DIMENSIONS HAVE TOLL: 20 PSF TOLL 0 PSF BEEN ACCEPTED. TCDL: 01 PSF TCDL: 10 PSF BCDL 10 PSF BCDL 5 PSF BY—D.I.— TOTAL: 37 PSF TOTAL 55 PSF DURATION: 1.25 DURATION: 1.00 CAUTION!!! DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSCISI SUMMARY SHEETS. ALLPERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. Oe. SHEATMM, 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 GMER PLIES AND NAILING SCHEDULE 2) BEARING BLOCK REQUIREMENTS. 3) SCAB DETAILS (IF REQUIRED) 4) UPUFT AND GRAVITY REACTIONS. WARNING BackcharBes Will Net Be Accepted Regardless al FaultWiNoul Prior NoWiwtlon By Customer Witbin 0 Houu And ImestlgaOan By Buldem First Source. NO EXECPTIONS. The General Contractor Is Responsible For M Connec0ons Other Than Truss I. Two, Gable Shear WaIL And Ccnnectione.Ten,onryand Permanent Brac(n8, And Ongng And Roof Disphragm COnlwcOo., ROOF PITCH: U12 CEILING PITCH: 0112 TOP CHORD SIZE: 2 X 4 BOTTOMCHOROSIZE 2X4 OVERHANG LENGTH: 16' END CUT: Plumb CANTILEVER: — MUSS SPACING: 24' BUILDING GODS FBC2D17 BEARING HEIGHT SCHEDULE BUILDER: Adams Homes PROJECT: Single Family MODEL LANAI ADDRESS: 8116 AMALFI CIR LOT I BLOCK: 2912 SMDMSION: CRY: I FORT PIERCE DRAWN BY: KSANCHU JOB p: 31]T636 DATE: Ot/t]/2D30 SCALE: MS IMANDATE:1 2020 REVISIONS: 1. 2. 4. 6,FWIlder,�e 4403 AkWtt Road PIeM Chy, M 32563 Ph (End) 3D&130D Fas (E13) 3WIM �i .:;'tlDk+'f}k8113i•J '...... (•. r, ['LI!SyIL6j w3 :YrC`Ll f:.•a ('.. 0 Or IZ -OW0 3J . ml;(il -8Li Gi :Iic 'ti5" :ii .u0:• rr :....: ]2 OLLiLJ it" .F •• 1[. :1^, :9ii6f.G COP. �JL Ci!OU2 OL Ct'J}iUVJj? LU''Jgr C.1 L,.. 'Oe11E. ;'rrlOW9y; :- [_13tr1i�1.1.� `� iE'�ICE'fitL: [�':11�"fili 11 W1 a MiTek° mm �• y a Lumber design values.are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 2177628 - MITek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Adams Homes Port St Lucie Project Name:. Model: 3000 B 2C latppa FL 33610j4115 Lot/Block: 29/2 Subdivision: Waterstone-St Lucie CountyUJCGOLAfVA Address: 8116 Amalfi Circle,. City: Fort Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 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 49 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# 1 T19170927 A1GR 1/20/20 23 T19170949 2 T19170928 A2 1/20/20 24 T19170950 3 T19170929 A3 1/20/20 25 T19170951 4 T19170930 A4 1/20/20 26 T19170952 5 T19170931 A5GR 1/20/20 27 T19170953 6 T19170932 A6GR 1/20/20 28 T19170954 7 T19170933 A7 1/20/20 29 T19170955 8 T19170934 A8 1/20/20 30 T19170956 9 T19170935 B1GR 1/20/20 31 T19170957 10 T19170936 B2 1/20/20 32 T19170958 11 T19170937 B3 1/20/20 33 T19170959 12 T19170938 CI 1/20/20 34 T19170960 13 T19170939 CIA 1/20/20 35 T19170961 14 T19170940 CIB 1/20/20 36 T19170962 15 T19170941 CIP 1/20/20 37 T19170963 16 T19170942 C3 1/20/20 38 T19170964 17 T19170943 C3A 1/20/20 39 T19170965 18 T19170944 C5 1/20/20 40 T19170966 19 T19170945 C5A 1/20/20 41 T19170967 20 T19170946 DIGR 1/20/20 42 T19170968 21 T19170947 D2 1/20/20 43 T19170969 22 T19170948 D3 1/20/20 44 T19170970 Truss Name Date The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Plant City, FL). Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/rPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verity applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/fPl 1, Chapter 2. = -n OF :�t4/Z 10PN C Mir USA, Inc. Fl. De 66M 69U4 rke East Blvd. pa FL 11111 Date: January 20,2020 Velez, Joaqum 1 of 2 RE: 2177628 - Site Information: Customer Info: Adams Homes Port St Lucie Project Name:. Model: 3000 B 2C 1 OX20LANAI Lot/Block: 29/2 Subdivision: Waterstone-St Lucie County Address: 8116 Amalfi Circle,. City: Fort Pierce State: FL No. Seal# Truss Name Date 45 T19170971 K7T 1/20/20 46 T19170972 K8GRT 1/20/20 47 T19170973 PG2 1/20120 48 T19170974 PG2A 1/20/20 49 T19170975 PG28 1/20/20 2of2 ERROR: undefined OFFENDING COMMAND: STACK: PAV Job Truss - Truss Type - City Ply T19170927 2177628 A1GR Hip Truss 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, uec 6 Burs; MI I ex mouslnes. Inc. rn Jan 1I Scale = 1:40.7 4.6 = 10 3x4 = 416 Us = fixa = 5x8 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 'de" Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.24 8.9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.51 8-9 >512 180 BCLL 0.0 ' Rep Stress Incr NO WE 0.35 HOrdCT) 0.07 6 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 991b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or 3-3-11 oc puffins. 3-5: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or4-11-14 oc bracing. BOT CHORD 2x4 SP M 31 'Except' 6-8: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1616/0-8-0, 6=1643/0-8-0 ' Max Hors 2=149(LC 7) Max Uplift 2= 1146(LC 8), 6=-1187(LC 8) FORCES. (III) - Max. CompJlks xu Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2879/1819, 3-4=-2501/1713, 4-5=-2547/1789, 5-6=-2933/1907 BOT CHORD 2-9=-1420/2465, e-9=-187612846, 6-8=-1498/2513 WEBS 3-9=-350/926, 5-8=-278/905,4-9=-540/680, 4-8=-464/521 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.OpsC h=25ft; B=45ft; L=24f; eave=4h; Cat. II; Exp C: Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent Water pending. 4) This truss has been designed for a 10.0 psi 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 No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1146111 uplift at joint 2 and 1187 Ib uplift at joint 6. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 159111 down and 236 lb up at 7-", 178 Ib down and 230 lb up at 9-1-1, 323 lb down and 460 Ib up at 11-1-1, and 178 to down and 230 lb up at 13-2-15, and 233 It, down and 448 Ib up at 15-4-0 an top chord, and 303 lb down and 113 lb up at 7-0-0, 92 Ib down at 9-1-1, 184 to dawn at 11-1-1, and 92 Its down at 13-2-15, and 3031b down and 113 Its up at 15-2-15 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 9) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (Fj or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-5=-54, 5-7=-54, 26=-20 Joaquin Velez PE No.66182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: January 20,2020 o tinued Q WARNING -Vedry destpn Imremefem Intl READ NOTES ON MIS AND INCLUDED MREK REPERANCE PAGE N67473-114030015 BEFORE USE • Design vote for use only with MOek2connectors. Tbls design Is based only upon parameters shown. and Is for on Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this tleslgn Into the overall building design. Bracing Indicated Is to buckling of Individual truss web chord members only. Additional temporary and permanent bracing MiTek' prevent and/or Is always requlred for stability and to prevent collapse with possible personal injury and property damage, For general guldonce regarding the 6904 Parke Eesl Blvd. fabrication, storage, delivery, erection and bracing of frusses and truss systems seeANSVIPII Quality Criteria. D3349 and SCSI Building Component Safely Informatbrpvalloble from Truss Plate Institute, 218 M Lee Street Suite 312, Alexandda, VA 22314. Tampa, FL 33610 Jab Truss Truss Type - Oty Ply T19170927 2177628 A1GR Hip Thus :�:1 1 Job Reference (optianap Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Dec 62019 MiTek Industries, Inc. Fn Jan 1718:Uu:49 2uzo Page 2 ID:1LXMgR7v TpliX7-7 wKvVygLdl-BiEoi9YmZtwyX2t13aVGdf5y4faO9NCKOc15iEzuNNC LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-113(B) 5=-186(S) 9=-270(B)8=-270(13)4=-226(B) 10=-113(B) 11=-113(B) 12=46(13) 13=-92(B) 14=-46(B) ,&WARNING- Ve1lfydesi9n Paramehrsend READ NOTES ON ME AND/NCLUDEOUREKREFERANCE PAGE UILT4TJrcV. fa9aapr5 BEFORE USE Design valid far use only with Mgek® connectors. This design is based only upon parameters shown, and Is for an indidual bWldIng component. not a truss system. Before use. the building designer must verity the appllcabJtiy of design parameters and properly incorporate Mis design Into the overall building design. Bracing Indicated is to bucMing of indMtluol 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 properly courage, For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSVfPI1 Quality Cd elks. DSB49 and ICU Buffing Component Tampa, FL 33610 Safety In/armationo lobie from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alemnci VA 22314. Job Truss Thus Type ` City Ply T19170928 2177628 A2 Hip 1 1 Job Reference (optional) builders f-usl50uroe (Flan Glty, rL), riam city, rL - Jdobr, b.ava s ueu b _ , en Scale =1:40.7 4x6 = Sx8 = 4 13 5 V „3x4 O 5x8 = 3x4 = 3x4 O LOADING (psf) TCLL 20.0 TCDL 7.0 BOLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL, 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.52 BC 0.78 WB 0.13 Matrix-S DEFL in Vart(LL) -0.19 Vert(CT) -0.39 Horz(CT) 0.04 (loc) Well Ud 7-9 >999 240 7-9 >661 180 7 Na n/a PLATES GRIP MT20 244/190 Weight: 1071b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-6-15 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-10-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=892(0-8-0, 7=892/0-8-0 Max Ho¢ 2=184(LC 11) Max Uplift 2=-594(LC 12), 7=-594(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 1300/968, 3-4=-1093/881,4-5=-931/826, 5-6=-1084/872, 6-7=-1298/969 BOT CHORD 2-10=-696/1087, 9-10=-456/933, 7-9=-715/1085 WEBS 3-10=-2621383, 4-10=-166/328, 5-9= 206/335, 6-9=-266/385 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.Opsf; h=25ft1 B=45ft; L=24ft; eave=41fl; Cat. 11; E1p C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 9-0-0, Exterior(2) 9-0-0 to 17-6-15, Interior(1) 17-6-15 to 23-8-0 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 par bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M 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 594 In uplift at joint 2 and 5941b uplift at joint 7. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: January 20,2020 Q WARNING -Vedfy Ces/gnparoalelymead HEA0N07ES ON THISANGWCLUDMMREKNEFEHANCEPAGEM/47479ree fILMal50EMREOSE. Design volld for use only Wth Maek® connectors. This design Is based any upon parameters shown, and 6 for an Individual bdIdIng component, not ��- a truss system. Before use, Me building designer must verify Me appllcabally of design parameters and propeey Incorporate this design Into Me overall Bracing Indicated is to buckling indMdual buss only. Additional temporary and bracing MiTek' building design. prevent of web and/or chord members permanent B always required for stability and to prevent collapse w to posslble personal Injury and property damage. For general guidance regarding Me 6904 Palle East Blvd. ParkeB fabrication, storage, delivery. erection and bracing of trusses and tns usystems. seeANSIMII Quality CMM �, DSE-09 and 6CSI Euldhy Component Tampa, 3ast Safety htformadovallable from Truss Plate Ins6hste. 218 N. Ise Sheet, Suite 312 Alexandria, VA 22314. ml Jab Truss Truss Type Dry Ply T19170929 2177628 A3 Hip 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240s Dec 6 2019 MiTek Industries, Inc. Fri Jan 1718:00:51 2020 Page 1 ID:x](MgFI7v TpliX7 7mKvVygLOI-45MY6mO5HAgnMO5B7Xki4AJMSKedJcdTwWCm6zuNNA 114-0 44-0 5-2-12 Li- 11 17-245 224-0 14-0 5-2-12 5-94 0-- S10.15 SI-41 0-2-0 Scale =1:39.8 06 = a 3x4 G 3x4 = 8.4.9 13-71-7 224-0 84-9 5-fi-14 I 8-4.10 I6 Plate Offsets (X Y)- f2:0-2-10 0-1-81.16:0-2-0Eddel LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (led) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 Ter 0.59 Vert(LL) -0.14 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.29 6-7 >896 ISO BCLL 0.0 ' Rep Stress Incr YES W B 0.17 Horz(CT) 0.04 6 n/a rda BCDL 10.0 Code FBC2017/IPI2014 Mani Weight: 1031b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=798/0-8-0, 2=895/0-8-0 Max Horz 2=220(LC 11) Max Uplift 6=-445(LC 12), 2=-600(LC 12) FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2,3- 1365/961, 3-4=-1128/806, 4-5=-11371942, 5-6=-1367/988 BOT CHORD 2-9=-782/1157, 7-9=354/785, 6-7=-767/1175 WEBS 3-9=-319/432, 4-9=-200/376, 4-7= 218/392, 5-7=330/447 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-8-150o puffins. BOT CHORD Rigid ceiling directly applied or 6-6-7 oc bracing. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=25B; B=45ft; L=241t; eave=4f0 Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 11-2-0, Extedor(2) 11-2-0 to 154-15, Intedor(1) 15-4-15 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 3-6-0 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 445 lb uplift at joint 6 and 600 to uplift at joint 2. Joaquin Velez PE No.66162 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 20,2020 Q WARN/NO-Vetlry desrgn ss.temend HEAD NOTES ON MM AND INCLUDED M/7EKREFERANCE PA BE M/IJ473 rev. 140.12e15 BEFORE USE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Indivlducl building component not a truss system. Before use, the building designer must verify the applicability of design parameters and propody 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 pannanenf bracing MiTek' Is olwoys required for stability and to prevent collapse with possible personal Injury and propertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of hums and truss systems, seeANSVrPll Quality Clitoris, DSO-89 and OCN OultlhD Component 69N Parke East Blvd. Sol Informaf onwalloble from Truss Rate Institute, 218 N. Lee Sheet Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Thus Type Oty Ply T79170930 2177628 A4 Common Truss t 1 Jpb Reference_(o�tiona0 Builders FirstSource (Plant City, FL), Plant City, FL- 33567. 8.240 s Dec 6 2019 MTek Industries. Inc. Fri Jan 17 18:00:52 2020 P 3x6 = LOADING (pst) SPACING- 2-" TCLL 20.0 Plate Grp DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress ]nor YES BCDL 10.0 Code FBC2017/rP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=798/0-8-0, 2=895/0-8-0 Max Hom 2=220(LC 11) Max Uplift 6=-445(LC 12), 2=-600(LC 12) 4x6 = Scale = 1:39.5 3x6 = CSI. DEFL. in (toe) Well L/d PLATES GRIP TC 0.53 Vert(LL) -0.14 6-7 >999 240 MT20 244/190 BC 0.69 Vert(CT) -0.29 6-7 >897 180 WB 0.15 Horz(CT) 0.04 6 n/a n/a Matrix-S Weight: 103111 FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-9-3 oc bracing. FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1365/916, 3A=-1128/772, 4-5=-1137/813, 5-6=-1367/961 BOT CHORD 2-9=-724/1157, 7-9=-327/785, 6-7=-743/1175 WEBS 4-7=200/392, 5-7=-331/418, 4-9=-181/376, 3-9=-319/403 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=6.Opsf; h=25ft; B=45tt; L=248; eave=4tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0to 1-e-0, Intedor(1) 1-8-0 to 11-2-0, Extedor(2) 11-2-0 to 14-2-0, Intedor(1) 14-2-0 to 22-M zone; cantilever left and right exposed ; end vertical left and right exposed;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 nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4451b uplift at joint 6 and 600 lb uplift at joint 2. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 8904 Parke East Bind. Tampa FL $3610 Date: January 20,2020 QWARN/NG- Verity design pammefersand READ NOTES ON MIS ANDDICLUDED MREKREFERANCE PAGEMM114Jamx. foluszof5aEFOREUSE Design valid for use only with V ii connectors. This design u eased only upon parameters shown, and Is for on IndMdual building component, not ��- a hum system. Before use, me building designer must verify the applicability of design parameters and properly incarcerate this design Into the overall buIlOing design. Brcchg Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MTek' Is always required for stablllty and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss Systems. seeANSV1911 duality Cmedo. DSB49 and SCSI Building Component 6904 Parke Eazt Blvd.-1 Safely In/omsalloswollable from Truss Plate Institute. 218 N. We sheet Suite 312, Alexandria VA 22314. Tampa. FL 33610 Job Truss Truss Type Oty Ply T19170931 2177628 ASGR Common Truss 1 L Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Dec 6 2019 MiTek Inc. Fri Jan 1718:00:54 2020 I 4.6 II 5z8 = 2.4 11 6xB = Sx70 = BAB MT20HS = n I aco 3x6 11 HGUS26-2 HTU26 HTU26 7x10 = HTU26 HTU26 4422--1155 27--110.88 I .2-1100 I 22 0.50.410 42405 Scale=1:43.4 Plate Offsets(XY)- (2:0-1-11 Edael [8:OA-7Edael [9:0-4-00-1-81 [10:0-3-80-4-121 [12:0-5-00-4-121 [13:0-0-80-4-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) VdeB Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(L-) 0.33 10-12 >783 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.3710-12 >703 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.90 Horz(CT) 0.09 8 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 2781h FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 5-8: 2x4 SP No.1 SOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 *Except* 5-12: 2x4 SP No.2 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-5-1 oc pudins. BOT CHORD Rigid ceiling directly applied or 7-5-4 oc bracing. REACTIONS. (Ib/size) 8=8801/0-8-0, 2=5545/0-8-0 Max Hom 2=220(LC 7) Max Uplift 8=-5308(LC 8), 2_ 3633(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-10944/6953,34=-11276n282,4-5=-9277/5908, 5-6= 9277/5908,6-7=-12931/8032, 7-8=-15168/9208 BOT CHORD 2-14=-6060/9612, 13-14=-6060/9612, 12-13=-6344/10068, 10-12= 7014/11553, 9-10- 8064/13363, 8-9=-8064/13363 WEBS 5-12=-5032f7996,6-12=-4255/2599,6-10=-2409/4143,7-10=-2207/1321,7-9=-1365/2553, 4-12=-2334/1732,4-13=-1523/2196,3-13=-596/659, 3-14=-418/356 NOTES- 1) 2-ply truss to be connected together with 10d (0.131'IC3°) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 Do. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 Co. Webs connected as follows: 2x4 -1 row at G-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided t0 distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced root live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=4511; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5308 lb uplift at joint 8 and 36331b uplift at joint 2. 10) Use Simpson Strong -Tie HGUS26-2 (20-1 Od Girder, 6-1Od Truss) or equivalent at 7-1-8 from the left end to connect truss(es) to front face of bottom chord. n Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 20,2020 Q WARNING-Vedry dexl9n peramerersend READ NOTES ON THIS AND INCLUDED M?EKNEFEHANCEPAGEMl 74PJme 111Ta2p15BEFOBEOSE. • Design valid for use only with M6ek® connectors. ibis design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must vetity the applicability of design parameters and properly Incorporate this design into ire overoll building design. Bracing Indicated 6 to prevent buckling of Individual truss web antl/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent colbpse wife possible personal Injury and properly damage. For general guidance regarding the fabilcotlom storage, delivery, erection and bracing of fusses and muss systems. seeANSI/IPII Quality CrCedo, DSM9 and 6C616uilding Component 6904 Parka East BHd. Safely InfomsalbMvalloble from Truss Plate Institute. 218 N. Lee Street Suite 312. Maxondra. VA 22314. Tampa. FL 33610 Job Truss Truss Type r Oly Ply T19170931 �Job 2177628 A5GR Common Truss 1 2 Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240a Dec 6 2019 MiTek Industries, Inc. Fit Jan 17 16:00:54 2020 Page 2 ID:x_XMgR7vsTplj)C7_7mKvVygLdl-Vg1 hltcvOCZFepigs74RKIolZgNEgUr39ulsNRzuNN7 NOTES- 11) Use Simpson Strong -Tie HTU26 (20-1Dd Girder, 14-10dx1 1/2 Truss, Single Ply Ginter) or equivalent spaced at 2-0-0 oc mast starting at 11-0-12 from the left end to 19-0-12 to connect tmss(es) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 12) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 1588 Ib down and 9871b up at 9-0-12, and 1573 lb down and 9251b up at 21-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard .1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5= 54, 5-8=-54, 2-8=-20 Concentrated Loads (lb) Vert: 12=-1577(F) 13= 1611(F)15=-1588 16=-1577(F) 17=-1576(F) 18=-1576(F) 19=-1575(F) 20= 1573 AWARNING-Venrytleslgnperamimei,smd READNOTES ON TNISANU INCLUDED MmEKREFERANCEPAGEMII-747dmv. 1Mffi40156EFOREUSE. Design valid for use only with Miter connectors. This design Is based only upon parameters shown, and is for an IndMduol building component, not a truss system. Before use, me building designer must verify the applicability of design parameters and property Incorporate this design Into the overall bulltling design, Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. AddiSonol 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 busses and truss systems, seeANSNIPtt Quality CrIfti DSB-69 and SCSI Buill Component 6904 Parka East BNtl. Safety brfonna6onwollobie from Truss Plate InsliMe. 218 N. We Sheet Suite 312. Alexcni VA 22314. Tampa, FL 33610 Job Truss -- Truss Type Oty Ply T19170932 2177628 A6GR HIP GIRDER 1 1 Job Reference o tional Builders Hrstsoume (Plam Gny, FL), Plant any, I-L- JJabf, a."ru s L`eu m........ ro uau ., ,o.ov... wc. ray. , ID:xNokBct?SOiySSH86vOFJGz7eDb-R29RAYe9wppyl7v3zY7vPB14hTOplO MdCEZRKzuNNS 1-4-9 7-0.2 11-9-9 16.5.5 I 21-2-0 25-10-11 307G7 I 35-40 42-0-0 43-8-D 1-4-0 7-0.0 49.9 4-7.13 4 8 11 4 8 11 47 73 49 9 7 0-0 1 4 0 Scale =1:75.5 5.8 = 5x8 = 6.00 12 3 22 234 24 25 526 4x6 = 5.8 = 5x8 = 27 6 28 29 730 31 32 8 33 34 9 35 35 3f lu Jtl du .. 11.1 109L W W 9. 1Y Y. 4l Yo 2x4 11 3x4 = 1.5xS STP= 3x4 = 2x4 II 61 = 6x8 = LOADING (psf) SPACING- 2-0-0 Cal. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.24 10-12 >980 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) 0.2012-13 >999 180 BCLL 0.0 ' Rep Stress [nor NO WE 0.93 Horz(CT) -0.08 10 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-S Weight: 219 lb 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 or3-8-14 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-17, 7-16. 8-15 REACTIONS. (Ito ize) 2=1156/0-8-0, 16=4219/0-8-0, 10=1147/0-8-0 Max Horz 2=-149(LC 23) Max Uplift 2=-732(LC 8), 16=-4195(LC 8), 10=-1583(LC 8) Max Gmv 2=1163(LC 17), 16=4219(LC 1), 10=1155(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1884/971, 3-0=-1493/800, 4-5=-601/0, 5-6=-1309/1263, 6-7=-1889/2120, 7-8=0/508,8-9=-1204/2024,9-10=-1872/2529 BOT CHORD 2-21=-671/1589, 20-21=-672/1607, 18-20=-549/1541, 17-18=0/637, 16-17=-1634/1804, 15-16=-454/0,13-15=-1801/1204, 12-13=-2092/1609,10-12=-2049/1577 WEBS 3-21=-17/626,3-20=-165/275,4-20=0/487,4-18=-1359/1072, 5-18= 555/1033, 5-17=-223211698,6-17=-945/1573,6-16=-2059/1543,7-16=-2559/3110,7-15=.1784/1467, 8-15=-1750/2007,8-13=-853/748,9-13=-518/432,9-12=-1053/794 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf h=25ft B=45ft; L=24ft; eave=6fl; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever right exposed ; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate dminage to prevent water pending. 4) All plates are 3x6 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 732 lb uplift at joint 2,4195 Ib uplift at joint 16 and 1583 lb uplift at joint 10. Joaquin Velez PE No.68182 Mill USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 20,2020 7nrstihiiprl rus ni 2 A WARNING. Vedlydesignparsmeferaand READNO7ESON MIS AND INCLUDED MIFEKREFERANCEPAGEM0.x4T3 rev. 14a312e159EFOREUSE. Design valid for use only with MOek® 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 thus design Into the overall Bracing Indicated is to buckling Individual truss web and/or chord members only. Additional temporary and bracing Is M(Tek' building design, prevent of permanent Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the 6904 Parke East BNd. fabricator, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII Duality Cril DS549 and Ill Building Component Sally Nfatmallonovoilable hem Truss Plate Institute. 218 N. Lee Street Suite 312. Alexondtio. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty - Ply T19170932 2177628 A6GR HIP GIRDER 1 1 Job Reference o lional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, B.zgu s Use a zm B wn es mousmes, Inc. rn aan I, m:uu.oa eueu rage z ID:xNokBct7SOiySSH86vOFJGz7eDb-R29RAYe9wppyl7v3zY7vP8t4hTOp1(DMdCEzRK=NN5 NOTES- 9) Hanger(s) or other connection device(s) shall. be provided sufficient to support concentrated load(s) 159 Ile down and 236 lb up at 7-0-0, 1781b down and 23011b up at 9-1-1, 163 He down and 230 Its up at 11-1-1, 159 lb down and 230 lb up at 13-1-1, 159 He down and 230 Its up at 15-1-1, 159 Ile down and 230 lb up at 17-1-1, 159 Ile down and 2301b up at 19-1-1, 159 lb down and 230 Ib up at 21-1-1, 98 lb down and 116 lb up at 22-8-15, 98 Ile down and 116 lb up at 23-2-15, 98 Ib down and 116 Ib up at • 25-2-15, 98 Ile down and 116 lb up at 27-2-15, 98 Ile down and 116 Ile up at 29-2-15, 102 lb down and 116 lb up at 31-2-15, and 1171b down and 116 lb up at 33-2-15, and 98 Its down and 122 lb up at 35-4-0 on top chord, and 303 Ile down and 113 Ib up at 7-0-0, 92 Ib down at 9-1-1, 9211b down at 11-1-1, 92 lb down at 13-1-1, 92 lb down at 15-1-1, 92 lb down at 17-1-1, 92 He down at 19-1-1, 92 Its down at 21-1-1, 145 He down and 2051b up at 22-8-15,145 lb down and 199 Ile up at 23-2-15, 145 lb down and 199 Ile up at 25-2-15, 145 Ile down and 199 Its up at 27-2-15, 145 Its down and 199 lb up at 29-2-15, 145 lb down and 199 He up at 31-2-15, and 145 Ib down and 199 Ile up at 33-2-15, and 559 lb down and 735 He up at 35-2-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. a10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-64, 3-9=-54, 9-11=-54, 2-10=-20 Concentrated Loads (lb) Vert: 3=-113(F) 9=-24(F) 21=-270(F) 6=-113(F) 12=-559(F) 22= 113(F) 23=-113(F) 24=-113(F) 25=-113(F) 26i 13(F) 27=-113(F) 28= 24(F) 29=-24(F) 30=-24(F) 31=-24(F) 32=-24(F)33= 24(F) 34=-24(F) 35=-46(F) 361 37=46(F) 38=-46(F)39=-46(F)40=-46(F)41=-46(F)42=-145(F)43- 145(F)44=-145(F)45=-145(F) 46=-145(F) 47=-145(F) 48=-145(F) QWABNING- warlydesfgjussars hasaad BEAD NOTES ON THIS AND WCLUOEOMITEKREFEFANCEPAGEM674Mmre 1011113sapf5BEFOBE USE Design valid for use only with M9ea connectors. This design Is based only upon parameters shown, and B for on Individual bUlding component, not a trust system. Before use, the building designer must verify the coal of design parameters antl popery Incorporate this tleslgn Into the overall building design. Soong Indicated is to prevent buckling of lndivIduol buss web and/or chord members only. Addiflonal temporary and permanent bracing M!Tek' Is always required for stablllly and to prevent collapse wilh possible personal injury and property damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of trusses and has systems. sessitti P11 Quality Cm9da, 11511419.and BCSI Balding Component Satisfy Informatbnavoilabie from Truss Rate Institute. 218 N. Lee Sheet. Suite 312. Alexandria, VA 22314. 69N Parke East BNd. Tampa, FL M610 Job s ----]Hip Truss Type Oty Ply T79170933 2177628 TA7 1 1 Job Reference (optional) burial rnsabource (vim any, rL), rram [.try.......... 5xB = a or, -, 4 3.6 = 93 5 5x6 = 3x6 = 5xB = 6 7 24 25 a 2x4 O zxn '/ 3 9 21\�JV Z 26 27 20 1[ 2 1.W STP 3x6 = 19 1B 17 3x4 = 3x6 = 3x4 = r,u 14 12 16 15 13 1.5x8 STP = 3x4 = 3x4 = 6x8 = 6xB = 36 = Scale =1:75.5 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber COL. 1.25 Rep Stress Incr YES Code FBC2017frP12014 CSI. TC 0.68 BC 0.85 W B 0.94 Matrix-S DEFL. Vert(LL) Vert(CT) Hoial in (loc) Vdefl Ud 0.46 10-12 >521 240 0.35 10-12 >680 180 0.03 10 n/a n/a PLATES GRIP MT20 - 2441190 Weight: 225 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 53-8 oc pur ins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS IFlow at midpt 7-15 REACTIONS. (lb/size) 2=734/0-8-0, 15=1872/0-8-0, 10=657/0-8-0 Max Hom 2=184(LC 11) Max Uplift 2=-469(LC 12), 15=-1559(LC 12). 10=-852(LC 12)' - Max Gmv 2=751(LC 21), 15=1872(LC 1), 10=676(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1003/586, 3-4=-789/488, 4-5=-426/218, 5-6=-438/416, 6-7=-6431744, 7-8=-171/638, 8-9=-630/1302, 9-10=-845/1410 BOT CHORD 2-19=-360/933,17-19=-957764,16-17=0/512,15-1fi=-550/881,14-15=-269/170, 12-14=-851/531, 10-12=-11221685 WEBS 3.19=-263/394, 4-19=-192/399,4-17=-354/338, 5-17=-150/378, 5-16=-10221836, 6-16=-3897721, 6-15=-1053/752,7-15=-1126/1687,7-14=-702/426, 8-14=-4837731, 8-12=-814/404, 9-12=-258/431 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.Opsf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exumor(2) -1-4-0 to 1-8-0, Interiog1) 1-8-0 to 9-1 Extedor(2) 9-0-0 to 13-2-15, Interior(1) 13-2-15 to 33-4-0, Exterior(2) 33-4-0 to 37-6-15, Intenor(1) 37-6-15 to 43-8-0 zone; cantilever right exposed ; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) 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) 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 469 lb uplift at joint 2, 1559 lb uplift at joint 15 and 852 lb uplift at joint 10. Joaquin Velez PE No.68162 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 20,2020 ®WARNING- Yenry Jes/90Pa1ametersand READ NOTES ON THIS AND INCLUDEDMmEKREFERANCE PAGE MIP74Tare1 lo=tofa BEFORE USE Design valid for use only with Mifek® connectors. This design B based only upon parameters shown and Is for an individual building component, not ��- a truss system. Before use, the bullding designer must verify the oppllcobllity of design parameters and properly incorporate this design Into me overall is buckling Individual truss chord members only. Additional temporary and bracing MOW building design, Bracing indicated to prevent of web and/or permanent Is always required for stability and to prevent collapse wlM possible personal Injury and property damage. For general guidance regarding Me f0brica6on, storage. delivery, erection and bracing of trusses and truss systems. SeeAN5VIP11 Quality CMrrdo. DS3419 and BCD Building Component 6904 Parke East Blvd. Safety Infomlationovolloble from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job - Truss Truss Type Oty Ply T79170934 2177628 AS Hip 1 1 Job Reference (optional) truncers rusraource trianr ury, ry, rimn Amy, rL-uuooq 5x6 = 3x4 = 4 22 5 I D:xNokBct7S0iySSH86vOFJGz7eDb-N RHCaEfP! 25-fi14 31 3E 4-4-14 5-9-2 5 5x6= 3x4= Sx6 = 6 7 23 8 Scale =1:75.5 y3.6 _ 3x4 = 3x4 = 3x6 = 1.Sxe STP = 3.6 = 3x4 = 3x4 = 3x6 = 6x6 = 6x6 = LOADING (psQ SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 CSI. TC 0.61 BC 0.60 W B 0.82 Matrix-S DEFL. in (loc) Well L/d Vert(L-) 0.28 10-12 >854 240 Vert(CT) -0.22 2-19 >999 180 Horz(CT) 0.02 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 233 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-14 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-3-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=70410-8-0, 15=1934/0-8-0, 10=625/0-8-0 Max Hom 2=-220(LC 10) Max Uplift 2=-448(LC 12), 15=-1604(LC 12), 10= 829(LC 12) Max Grav 2=734(LC 21), 15=1934(LC 1), 10=657(LC 22) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1010/522, 3-4=-824/454, 4-5=-349/179, 5-6=-427/457, 6-7=-591l733, 7-8=-137/601,8-9= 655/1321, 9-10=-849/1391 BOT CHORD 2-19=-319/986, 18-19=0/599, 16-18=-46/449, 15-16=-579/926, 13-15=-294/291, 12-13=-442/330, 10-12=-1117/695 WEBS 3-19=-293/416,4-19=-262/426, 4-18— 365/436, 5-18=-367/501, 5-16=-888 778, 6-16=-449/809,6-15=-1013/671,7-15=-973/1398,7-13=-953/578, 8-13=-456/588, 8-12=-861/412, 9-12=-294/424 . 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.Opsf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II;. Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(l) 1-8-0 to 11-0-0, Exterior(2) 11-0-0to 15-2-15, Interior(1) 15-2-15 to 31-4-0, Extedor(2) 31-4-0 to 35-6-15, Interior(l) 35-6-15 to 43-8-0 zone; cantilever right exposed; porch right exposed;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 nonconcument with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) 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 448 lb uplift at joint 2,1604 lb uplift at joint 15 and 829 lb uplift at joint 10. Joaquin Velez PE No.63182 MTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: January 20,2020 Job Truss Truss Type Orly Ply T19170935 2177628 B1GR Hip Truss 1 1 Job Reference (optioned) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, Sx6 i 3x4 = 4 9 a 2uTe MI I ex mausmes, mc. rn Jan l / Ta:au:aa Auea raga T CvVygLdl-rdreoagt DkBXkade91gcl mVg6hl dVtkGJASd2ezuNN2 4x10 MT20HS Scale=1:35.0 3x6 = 6x8 = 6xs = — _ LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.17 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.23 7-8 >985 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress [nor NO WB 0.41 Horz(CT) -0.09 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-S Weight: 87 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 -Except' TOP CHORD Structural wood sheathing directly applied or 3-1-5 oc pudins. 3-5: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or4-0-15 oc bracing. BOT CHORD 2x4 SP Na.2 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (IWsize) 6=1433/0-3-8, 2=1517/0-8-0 Max Harz 6=146(LC 7) Max Uplift 6=-1193(LC 8), 2=-1335(LC 8) Max Gray 6=1953(LC 14), 2=2013(LC 13) FORCES. (lb) -Max. ComplMax. Ten. -Ali forces 250 (Ib) or less except when shown. TOP CHORD 5-6— 3685/2237, 3-4=3279/2096, 4-5=-3205/2065, 2-3=-3708/2238 BOT CHORD 2-8=-1841/3217, 7-8=-2066/3470, 6-7=-1796/3275 WEBS 5-7=-693/1386, 3-8=-655/1354, 4-8=-316/335, 4-7=-434/419 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.Opsf; h=25ft; 3=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; 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 nonconcunent with any other live loads. 6) - This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: , Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1193 lb uplift at joint 6 and 1335 lb uplift at joint 2. 9) Girder carries hip end with 6-7-8 right side setback, 7-0-0 left side setback, and 7-0-0 end setback. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 851 lb down and 492 lb up at 13-", and 899 lb down and 520 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 20,2020 nntimmd AWARNING. VedtydeargaFemme(eraendREI1DNOTES ONTHISANDINCLUDED MREKREFERANCEPAGEM674>9ra-1W=15BEFOREUSE. Design valid for use only wlih Mi connectors. IDls tleslgn Is bosed only upon parameters shown and Is for an Inr ldual building component, not a truss system. Before use, the bullding designer must verify the applimb@ly of design parameters and property Incorporate the tleslgn Into the overall buUding tleslgn. Bracing Indicated is to prevent buckling of lndNiduol truss web and/or chord members only. Add l onal temporary antl permanent bracing M!Tek' Is always reaulred for stability and to prevent collapse win possible personal Injury and property damage. For general guldonce regording the 69N Parke East BNd. fabrication, storage, delivery, erection and bral of trusses and tens systems, seeANSIMII Cuaft Creeds. DSO-89 and BCSI lulding Component Sa01ty Infam mUrrro volloble from Truss Plate imtltute, 218 N. Lee Street. Suite 312, Nexand4o. VA 22314. Tampa, FL W610 Job Thus Truss Type Oty Ply T19170935 2177628 - B1GR Hip Truss 1 1 Job Reference (oplionall Builders ArstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Dec 6 2019 MiTek Industries, Inc. Fri Jan 1718:00:59 2020 Page 2 ID:Y—XMgR7vsTpljX7_7mKvVygLdl-rdraoagt DkBXkadefhgcl mVg6h1 dVtkoJASd2emNN2 LOAD CASE(S) Standard Unifonn Loads (pit) - Vert: 5-6=-54, 3-5=-118(F=-64), 1-3=-54, 2-8=-20,7-8=-44(F=-24), 6-7=-20 . Concentrated Loads (lb) Vert: 7=-449(F) 8=475(F) O WARNWG-Vedfydesign POametersand READNOTES ON MMMOWCLUD£DMR KREFERANCEPAGEUX74M... 10413/2015REFORE USE. Design valid for use only with Mlfeld® 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 appllcabllBy of design parameters and propery Incorporate this design Into the overall building design. Bracing Indicated s to Welding of IndMtlual fruss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always reculred for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Palle East Blvd. fabrication storage. delivery, erection and bracing of trums and truss systems. seeANSVTPIt CuaW CrLtM, I)S"9 and UM Balding Component Tampa. FL 33610 SaINy httomlptbllwollpble ham Truss Plate InstiNte. 218 N. Lee Street. Suite 312. Mexandda VA 22314. Jab Truss Truss Type Oty Ply T19170936 2177628 B2 Hip 1 1 Job Reference (optional) Builders FustSource (Plant City, FL), Plant City, FL- 33567, 8.240 a Dec 6 2019 MiTek Industries, Inc. Fri Jan 1718:01:00 2020 4x6 US = 5x6 = ax4 = 3x4 1 Scale=1:S9.1 Plate Offsets(XY)— 11.0-0-80-1-01 [1:0-1-00-6-111.fl:03-BEdae] 16:0-2-100-1-8] [9:0-0-00-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.17 6-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.73 Vert(CT) -0.35 6-8 >659 160 BCLL 0.0 ' Rep Stress ]nor YES W B 0.13 Horz(CT) 0.03 6 rda rile BCDL 10.0 Code FBC2017rFPI2014 Matrix-S Weight: 9011b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 1=704/0-3-8, 6=802/0-8-0 Max Horz 1>782(LC 10) Max Uplift 1=-392(LC 12), 6=-548(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1097/830, 2-3=-898/744, 3-4=-759/683, 4-5=-897/724, 5-fi=-1116/831 BOT CHORD 1-9=-553/920, 8-9=-315/759, 6-8=-595/925 WEBS 2-9=-288/425, 3-9=-230/299, 4-8=-207/317, 5-8=-297/416 BRACING - TOP CHORD Stmctuml wood sheathing directly applied or 4-9-8 oc pudins. BOTCHORD Rigid ceiling directly applied Or 7-6-8 all bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=166mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 8-7-8, Exlerior(2) 8-7-8 to 14-10-7, Interior(1) 14-10-7 to 20-11-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 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.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 392 lb uplift at joint 1 and 548 lb uplift at joint 6. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 66U 6904 Parke East Blvd. Tampa FL 33610 Date: January 20,2020 O WARNING- Verfrydeslgn persmetersend RFAO NOTES ON THISAND MCLOOEOMNEKNE£ENANCEPAGEM/F74M rev. 10032015BEFONENSE Design volld for use only with Meek® connectors, This, design Is based only upon parameters shown. and Is for an indNldual Indicting component, not ��- a truss system. Before use. the bulldIng designer must verify the applicability of design palameters and propery Incorporate this tleslgn Into the overall building tleslgn. Bracing Indicated is to prevent buckling of lndMdual huss web and/or chord members only. Additional temporory and permanent bracing MiTek' Is always required for stability and to prevent collapse wlM posvble personal Injury and property damage. For general guldonce regarding the Parke East Blvd. fabrication storage, delivery. erection and bracing of trusses and host systems, seeANSBrPlI Qua ty Criteria. DSB49 and SC9 Building Component Saloh Inlormolbnavollable from Luse Plate Institute. 218 N. Lee Sheet, Suite 312, Alexondrla, VA 22314. 69N Tampa, FL 33610 Job Truss Truss Type OIY Ply T19170937 2177628 B3 COMMON • 6 1 Job Referencea Iional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 a Dec 6 2019 MITek Industnes, Inc. Fit Jan 17 18:01:01 202U Page 1 ID:x>(MgR7vsTPljX7_7zwKvVygL41-o0yKDGhl[LRFzmOm6i46BaxoUmgznuSmUxk7XzuNNO 3-2-0 7-7-8 9-7-8 11-7-8 161.0 19-7-B 20-11-B 3-2-0 4-5-8 2-0-0 2.0.0 4-5.8 3-68 1-4-0 3.4 = axis = Scale =1:35.6 m �b Plate Oftsets(X`O-- fl:Edge0-3-0] f1:0-6-11,0-1-0] f1:0-1-00-0-81 [3:0-2-0EdgeLf5:0-2-120-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.30 7-9 >755 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.61 7-9 >376 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.43 Hom(CT) 0.03 5 r/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-S Weight: 861b FT=20% LUMBER - TOP CHORD 2x4 SP No.1 'Except' 3-6: 2x4 SP No.2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 5=907/0-8-0, 1=811/0-3-8 Max Hoa 1=-199(LC 10) Max Uplift 5=-607(LC 12), 1=-452(LC 12) FORCES. (lb) - Max. CompJMak. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 1-2=-1582/938,4-5=-1577/910 BOT CHORD 1-9=-638/1356, 7-9=-590/1015, 5-7=-637/1382 WEBS 2-9=-76/618, 2-4=-1141/1216, 4-7=-75/617 BRACING- TOPCHORD Structural wood sheathing directly applied or 2.11-6 oc puffins. BOT CHORD Rigid ceiling directly applied or 9-4-1 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MAFRS (directional) and C-C Extenor(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 9-7-8, Exterior(2) 9-7-8 to 12-7-8, Interior(1) 12-7-8 to 20-11-8 zone; cantilever left and right exposed ; end vertical 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 nonconcumem 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 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 607 Ib uplift at joint 5 and 452111 uplift at joint 1. 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: 1-3=-54, 3-6_ 54, 1-9=-20, 7-9=-40(F=-20), 5-7=-20 Joaquin Velez PE No.63182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: January 20,2020 0 WARNING- VeHfy design paremeewserd READ NOTES ON MIS AND INCLUDED MREK REFERANCE PAGE MX74n rev, Imadwra1sSEFORE USE. Design valid for use only with MrekOconnectors. Tints design is owed only upon parameters shown, and is for an Individual bWdhg component not a hum system. Before use, Me building designer must verity Me applicablllty of design parameters and properly Incorporate this design Into Me overall building design. Bracing hdlcated is to prevent buckling of lndMldacl Muss web and/or chord members only. Additional temporary and permanent bracing Welk' 8 always required for stabUlty antl to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication, storage. delivery. erection and bracing of trusses and truss systems %eANSVWII QuaMy Cr9trM, DSS-09 and SCSI Building Component 69N Parke East Blvd. Safety mlamlalbnovolloble from Trust Plate In9euto, 218 N. Lee Sheet Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T79170938 2177628 C1 JACK-OPENTRUSS 12 1 Job Reference o tonal Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 624Ue UeC Inc. Yn Janl/ la:Ul:ul zuzu Scale =1:7.6 Plate Oftsets(XY)-- 12'0-4-00-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEPL, in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.24 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(CT) 0.00 3 n(a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 5 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS. (Ib/size) 3=-38/Mechanical, 2=169/03-0, 4=9/Mechanical Max Horz 2=90(LC 12) Max Uplift 3= 38(LC 1), 2=-247(LC 12) Max Grav 3=87(L412), 2=169(LC 1), 4=17(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=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedar(2) zone; cantilever left and right exposed ; end vertical left and right 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 psi bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsi 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 381b uplift at joint 3 and 247 lb uplift at joint 2. Joaquin Velez PE NG88182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 20,2020 Q WARNING -Vcrlly design ps.1en antl BEAD NOTES ON MIS AND INCLUDED MITEK REFEBANCE PAGE MIP74TU rev. favasols BEFORE USE Design ialld for use only with NrTel9 connectors. TNs design Is based only upon parameters shown and Is for on Individual Wiping component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incoporate arts design Into me overall building design. Bracing Indicated is to buckling of Individual truss web and/or chard members only. Additional temporary and permanent bracing WOW prevent Is always reculred for stability and to prevent collopse with possible personal Injury and property damage. For general guidance regarding the 69N Parka East BNd. fabrication storage, delivery, erection and bracing of busses and truss systems seeANSUVII GuaOh Criteria, DS549 and SCSI Bulding Component Temps, FL 33610 Safety N/ormalbnwailoble from Truss Plate InsBtute, 218 N. Lee Street Suite 312. Alexandria. VA 22314. Jab Truss Truss Type Oh' Ply T19170939 2177628 CIA Jack -Open 2 1 Job Reference. o tional Builders RrstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Dec 6 2019 MiTek Industries, Inc. Fri Jan 1718:01:02 2020 Page 1 ID:aBW2jE9Vn1 VtTeC2E0zRfdzvjFT-GCW iOciwVfZ6b2MDKpEJeP7HGUEliKwF78hHfzzuNN7 -1-4-0 0-11-d 1-4.0 1 0-11-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lac) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Ve art 0.00 2 >999 240 TCDL 7.0 Lumber COL 1.25 Be 0.01 Vert(CT) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matnx-P LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-32/Mechanica1, 2=163/0-3-8, 4=9/Mechanical Max Horz 2=90(LC 12) Max Uplift 3=-32(LC 1), 2=-254(LC 12), 4=-14(LC 8) Max Grav 3=76(LC 12), 2=163(LC 1), 4=18(LC 3) FORCES. (lb) - Max. Comp✓Max. Ten. -All tomes 250 (Ib) or less except when shown. �f Scale a 1:7.6 PLATES GRIP MT20 244/190 Weight: 5lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 cc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opsf; h=25ft; B=45ft; L=24tC eave=5N; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; porch left exposed;C-C for members and tomes & MW FRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed fora 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will tit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 lb uplift at joint 3, 2541b uplift at joint 2 and 14 lb uplift at joint 4. Joaquin Velez PENo.68182 MiTek USA, Inc. FL Cert 6634 69114 Parke East Blvd. Tampa FL 3361D Date: January 20,2020 Job Truss Truss Type 71P" 2177628 C1B Jack -Open Truss 1 Jab Reference (optional) Builders RrstSource (Plant City, FL), Plant City, FL-33567. 8.240 s UeC a 2U19 MI I as Industries, me. Fn Jan 1 f l e:ul:uJ 2UZu 3x6 II (3)-0.1314.5' TOENAILS Scale: 1'=I' Plate Offsets (X Y)-- l2'0-3-0 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.00 3 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) 0.00 2 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n1a BCDL 10.0 Code FBC2017/rP12014 Matd%-R , Weight: 7lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purtins, BOT CHORD 2x4 SP No.2 P except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. fib/size) 5=188/0-10-8, 4=-64/0-10-8 Max Horz 5=119(LC 9) Max Uplift 5=-270(LC 12), 4=-87(LC 18) Max Grav 5=188(LC 1), 4=12(LC 14) FORCES. (lb) -Max. Comp✓Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-1191498 NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ; end vertical left and fight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVFPI 1. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2-" oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. chord. 8) Lumber designated with a'P' is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20 % where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACO, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 9) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 270 lb uplift at joint 5 and 87 lb uplift at joint 4. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parka East Blvd. Tampa FL 33610 Date: January 20,2020 QWARNING-VwUyded9eps;.dnraend READ NOTES ON THISAND INCLUDED MREKBEFENANCEPAGEM/F74Tare1 101130eISBEFONEUSE Design valid for use only with Mirada, connectors. This all Ls based only upon parameters shown, and is for an Individual bWlding component, not �� a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporote this design Into the overall building design. Bradng h looted b to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M)Tek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property carnage. For general guidance regarding the Parke East Blvd. ParkeEast fabricatlon, storage, delivery, erection and bracing of trusses and buss system& seeANSVIPiI Quality Cmedo, DS049 and SCSI Bull6904 Component Tam 33610 Safety mfonnalbrpvoiloble ham Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandria. VA 22314, Pa, Job Truss Truss Type Oty Ply T19170941 2177628 C1P Jack -Open Supported Gable 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s uec 6 2019 MI l ex Inausines, mc. rn Jan 1 / 1a:ul:U3 2vdu regal ID:aBW2jE9Vnl VtTeC2EOzRfdr4FT-kO45eyjYGzhzDCxPuW IYBcgNxlZaRrAOEnOrBOzuNN_ -1-4-0 041-0 1-0-0 0-11-4 Scale: 1'=l' 34 II 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TOLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.00 1 TIN 120 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.00 1 n/r 120 BCLL 0.0 Rep Stress Inet YES W B 0.00 HOrz(CT) -0.00 4 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-R LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 5=195/0-11-4, 4=-68/0-11-4 Max Hom 5=89(LC 12) Max Uplift 5=-165(LC 12), 4=-68(LC 1) Max Grav 5=195(LC 1), 4=15(LC 8) FORCES. (lb) - Max. Comp./Max- Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=176/610 PLATES GRIP MT20 244/190 Weight: 8lb FT=20% Structural wood sheathing directly applied or 0-11 A oc pudins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2-M Do. 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcurent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 165 lb uplift at joint 5 and 68 lb uplift at joint 4. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 20,2020 Q WARNING - Verllydeslgn PMemetera end READ NOTES ON TNISAND INCLUDED MMEKREFERANCE PAGEMU74TJrev. 1WAYL015PEFOREUSE ' Design valid for use only with Mmel� connectors. nlls oeslgn k based only upon parameters shown, antl Is for an Intllvldual b�AlDing cnmponenf, not a buss system. Before use, the bulltling designer must verity the Oppllc0blllty of design parameters antl properly In Wiporate me design Info fhe overall butding design. Bracing lntllcptetl is to buckling of individual buss web antl/or chord membersaNy. Addonal temporary and permanent bracing MiTek' prevent Is always requked for stability antl to prevent collapse with possible personal Injury antl properly damage. For general gultlance regartling the 6904 PeAe Eest Blvd. fobdcatlon, storoge, delivery, erection antl bracing of nurses and truss systems. LeeANSVIP11 OUMIy Crtt.rtO, DSE-09 and acM auldYiD Companmt Tampa, FL 336f 0 set ty Ill/olmalbmvoll0ble tram TNA Plate InAll., 211 N. Lea Sn9et. Suae 312 AlaxondAp, VA 22314. Job Tress Truss Type Oly Ply T79170942 2177628 C3 JACK -OPEN TRUSS 12 1 Job Reference o tional augers ruslbource Imam ury, I-L), runt ury, rL- J.laal, 1.5x8 STP= Scale=1:12.7 LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.33 Ve 1(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.01 2.4 >999 180 BCLL 0.0 ' Rep Stress Incr YES ViB 0.00 Hom(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 12 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=39/Mechanical, 2=214/0-8-0, 4=25/Mechanical Max Hom 2=151(LC 12) Max Uplift 3=-48(LC 9), 2=-222(LC 12) Max Grant 3=49(LC 17). 2=214(LC 1), 4=51(LC 3) FORCES. (lb) - Max Comp./Max Ten. -Aft fames 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opst h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-", Interior(1) 1-M to 2-10-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and fames & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide Will fit between the bottom chord and any other members. 4) 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 48 lb uplift at joint 3 and 222 111 uplift at joint 2. Joaquin Velez PE No.68162 fill USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: January 20,2020 Q WARNING -VeHly design peremefenand READ NOTES ON THISANOINCLUO£O MREKREFERANCEPAGE NA'74"mV. fateagalSBEFORE USE. Design volid for use only with Maekg connectors. This design Is based only upon parameters shown, and IS for an Individual building component, not a then system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall design. Bracing Indicated Is to buckling individual tress chord members only. Additional temporary and permanent bracing MiTek' building prevent of web and/or Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidonce regarding Me 6004 Palle East Blvd. fabrication, storage, delivery, erection and bracing of trusses and tress systems. seeANSU1Pil Cualtly CMMia. DSB49 and SCSI Balding Component Safety Infor ationavollobie from Truss Plate Institute, 218 N. Lee Street Suite 312, Nexandea. VA 22314. Tempe, FL 33610 Job Truss Thus Type City Ply T19170943 2177628 C3A Jack -Open 2 1 �Job Reference (options) mullders mrstbource tvidm ulry, rLl, riam Uty, I-L- JJ001, a.-wusuec ocu,a m„en ,nuwrnns,,nc. ruaan,r ,o.o,.w taco Scale=1:12.7 2-11.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lot) Mail Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.01 24 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.01 2-4 >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/TPI2014 Mal Weight: 12 Its FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=52/Mechanical, 2=203/0-3-8, 4=27/Mechanical Max Horn 2=151(LC 12) Max Uplift 3=-57(LC 12), 2=-258(LC 12), 4=-42(LC 8) Max Grav 3=61(LC 17), 2=203(LC 1), 4=55(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=51t; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 2-10-8 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to; bearing plate capable of withstanding 57 Its uplift at joint 3,258 Ib uplift at joint 2 and 42 lb uplift at joint 4. Joaquin Velez PE No.68182 Mnek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 3361D Date: January 20,2020 ,&WARNING- VerfrydesfgnpemmetercanEREAD NOTES ON THISANDINCLUDED MREKREFEWNCEVAGEAflP74T3®v. 1a11120159EFOREUSE Design valid for use only with MDekg connectors. This design Is based only upon parameters shown, and Is for an Individual bustling component, not a truss system. Before use, the building designer must verity Me applicability of design parameters and properly Incorporate Ise design Into the overall bulding tleslgn Bracing Indicated is to prevent buciding of lndivdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always real for stability and to prevent collapse with posslile personal Injury and properly damage. For general guidance regarding the Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, WeANSVIPII Du Cr6rrM, DS3419 and IICSI aulding Component BGN1y b/onnptbnwallable from Truss Plate Institute, 218 N. Lae Street, Suite 312 Alexandria. VA 22314. 6904 Tampa, FL 33610 Job Truss Truss Type Ply T79170944 2177626 CS JACK -PARTIAL TRUSS r12 1 Job Reference (optional) builders I-Irsibource frlam Ully, rL), rlam Uly, rL-ee>o r, o.crasvea o ire, a,.,,,ea,,,.,u„iH16. Fu nu, u B 1.5x8 STP= LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lac) Udefl Ud TCLL 20.0 Plate Gdp DOL 1.25 TC 0.64 Ven(LL) -0.03 2-4 >999 240 TCDL 7.0 LumberDOL 1.25 BC 0.25 Ven(CT) -0.OS 2d >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Itzsize) 3=106/Mechanica1, 2=275/0-8-0, 4=45/Mechanical Max Horz 2=213(LC 12) Max Uplift 3=-134(LC 12), 2=-225(LC 12) Max Grav 3=118(LC 17). 2=275(LC 1), 4=91(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:17.6 PLATES GRIP MT20 244/190 Weight: 18lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or4-11-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 4-10-8 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 psi bottom chord live load nonconcunent 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 134 lb uplift at joint 3 and 225 lb uplift at joint 2. Joaquin Velez PE No.68182 MTek USA, Inc. FL Ced 6634 6904 Parks East Blvd. Tampa FL 33610 Date: January 20,2020 O WARNING. VedlydeslgnpOremefereend READ NOTES ON TN6 AND INCLUDEDMI/EKNEFFAANCEPAGE W7473 en, r&0.22015e£FONEUSE Design valid for use only with MIT00 connectors. This design Is based only upon parameters shown, and h for an Individual bullding component, not ��- a truss system. Before use, the bullding designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to bucWing 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 69N Parts East BNd. fabrication, storage, delivery, erection and brotlng of busses and hum systems, seeANBN1p11 Quo my Cmado, D3049 and III Building Component Tampa, FL 33610 Safety mformafbrpvallable from Truss Note institute. 218 N. Lee Sheet Suite 312, AlexandAa VA 22314. Job Truss Thus. Type Oty Ply T19170945 2177628 C5A Jack -Partial 2 1 Job Reference (optimal) Builders RrstSource (Plant City, FL), Plant City, FL - 33567, 8240 s uec b 2D1e mu ex mawmes, Inc. rn dan v 1a:ul:ub euzu rage 1 ID:aBW 2IE9Vnl VtTeC2E0zRfdzvjFT-S=DGzICZu3Y4fg-ZflFpFlOVUCe7DgWf VnkzuNMx -1-4.0 2-7-2 1 1-4 1-4.0 I 2-7.2 l 2-4-2 Scale = 1:17.6 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Ven(LL) 0.12 2-6 >463 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Verl(CT) 0.10 2-6 >546 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(CT) -0.00 5 rda n1a BCDL 10.0 Code FBC2017/TP12014 Matdx-P Weight: 221b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=60/Mechanica1, 2=267/0-3-8, 5=102/Mechanical Max Hoa 2=213(LC 12) Max Uplift 4=-80(LC 12). 2=-310(LC 12), 5=-137(LC 12) Max Grav 4=60(LC 1), 2=267(LC 1). 5=105(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BOT CHORD 2-6=-318/194 WEBS 3-6=-223/365 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-11-4 oc puriins. BOTCHORD Rigid ceiling directly applied or 7-11-5 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Ops1; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-4-0to 1-8-0, Intedor(1) 1-8-0 to 4-10.8 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 nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 801b uplift at joint 4, 310 lb uplift at joint 2 and 137 Ib uplift at joint 5. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 20,2020 ,&WARNING-Vedyyde94pvA tenOad READNO7ES ON MIS AND INCLUDED MRKREFERANCEPAGEMM17473rev. 11I031015DEFOREUSE Design volld for use only with MReIrG connectors. This design Is based only upon parameters snows, and Is for on IndlWdud building component not a truss system. Before use. Me building designer must verity Me applicabllity of desgn parameters and properly Incorporate this design Into Me overall building design, Bracing Indicated is to buckling individual truss web members only. Additional temporary and bracing MOW prevent of and/or chord permanent 6 always readied for eobllity and to prevent collapse wIM possible personal Injury and property damage. For general guidonce regortling Me 6904 PeMe East aNO. fabrication, storage. delivery, erection and bracing of trusses and from synems seeANSVRII Quality Cr6nla. DS349 and SCSI Building Component Safety Infamsalbnwaiabie from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T79170946 2177628 D1GR HALF HIP TRUSS 1 1 Job Reference [optional) builders FIrsibource (From Ully, I-L), rlam ury, rL- ooaor, o.crea uer. ocv,a i.u,ci. 6X8 = 5x6 = Bx10 = 3x8 II BAG = 6.00 12 3 414 155 6 7 6xB = 6x12 MT20HS WB= 2x4 II 6x12 MT20HS= 3x4 = Style - 1:54.8 410 MT20HS II LOADING (psQ SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2017ITP12014 Cat. TC 0.89 BC 0.65 WB 0.96 Matrix-S DEFL. Vert(LL) Verl(CT) Horz(CT) in (too) Well L/d 0.59 10-12 >631 240 -0.57 10-12 >652 180 -0.18 8 n/a rJa PLATES MT20 MT20HS Weight: 191111 GRIP 2441190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-9-5 oc puffins, 3-5: 2x6 SP M 26 except end verticals. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 3-5-8 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 4-13.5-9. 7-9 7-8,4-13,7-9: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=2335/0-8-0, 8=2527/0-3-8 (req. 0J-14) Max Hom 1=217(LC 8) - Max Uplift 1=-1943(LC 8). B=-2286(LC 5) Max Grav 1=3086(LC 13), 8=3271(LC 13) FORCES. (lb) -Max. CompJMax. Ten. -Aft forces 250 (lb) or less except when shown. TOP CHORD 1-2=-6143/3920, 2-3=-6207/3959, 3-4=-5672/3676, 4-5=-7534/4983, 5-6=-4813/3312, 6-7=-4813/3312, 7-8=-3142/2342 BOT CHORD 1-13=-3592/5392, 12-13=-4983/7534, 10-12=-474717164, 9-lD=-474717164 WEBS 3-13=-1126/2080,4-13=-2199/1525,4-12=0/351, 5-12=-370/429,5-10=0/364, 5-9=-2722/1794, 6-9=-1065/1220, 7-9=-3769/5468, 2-13=-187/404 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCOL=6.Opsf; h=25ft; B=45ft; L=24h; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MVJFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psi 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) WARNING: Required beading size at joint(s) 8 greater than input bearing size. 7) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1943111 uplift at joint 1 and 2286111 uplift at joint 8. 9) Girder carries hip end with 0-0-0 right side setback, 7-0-0 left side setback, and 7-" end setback. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 8991b down and 520111 up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as from (F) or back (B). Joaquin Velez PE No.63182 LOAD CASES) Standard MTek USA, Inc. FL Cert 6634 6904.Parke East Blvd. Tampa FL 33610 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Date: January 20,2020 �nnfimiprf en no no P Q WARNING -Vedly Jestgnperehreferseed READNO7ES ON THIS AND INCLUDEDMn'EKREFERANCEPAGE140-742drev. 10/111apiSBEFOREUSE. Design valid for use only Will MITe& connectors. This design Is based only upon parameters shown, end Is for an Individual building component, not �'- a truss system. Before use, the building designer must veety the applicability of design parameters and properly Incorporate this design Into Me overall bNltling design. Bracing Indicated is to prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is air required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East BNtl. fabrication, storage, delivery. erection and among of trusses and truss systems, seeANSVTPIi Quality CmeIb. tsli and BCS1 Bolding Component Tampa, FL 33610 Safety Infomrafirm rvallable from Truss Plate Institute, 218 N. Ise Sheet. Suite 312, Alexandria. VA 22314. Job Truss Truss Type Oty Ply T19170946 2177628 D1GR HALF HIP TRUSS 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8240 s Dec 6 2019 MiTek Indushles, Inc. Fri Jan 17 18:01:07 2020 Page 2 ID:x-XMgR7nTpljX7_7z KvVygLDI-cAKbTJm3KBBPipFA7MpULSq.jvoONM5 9PO2JBmNMw LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-54, 3-7=-118(F=-64), 1-13=-20,8-13=-44(F=-24) • Concentrated Loads (lb) Vert: 13=-475(F) OWARNING- VerlfydeslgnpsremefommdBEADN0MSONTNSANDWCLUDED6 KBEFERANCEPAGEULL74 rev. f=rs15BEFOREUSE. Design valid for use only with Mmek®aonnectors. This design Is based only upon parameters shown. and Is for on Individual building component, not a truss system. Before use, the building deggner must verly the applicablllty 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 powlbie personal Injury end prop" damage. For general guidance regarding Me fabrlcotlon, storage, delivery, erection and bracing of trusses and truss systems. seeANDy1P11 Cuolits. Cdfedo, DS549 and BCSI Bultlhp Component Safety Infaena6nrnvailcble ham Truss Plate Institute, 218 N, Lee Street, Sulte 312, Alexandra, VA 22314 �■ ■■ MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply T79170947 2177628 D2 Half Hip Truss 7 1 Job Reference (Optional) _ bullaers rinabource trlam Pry, IL), r,am 4ny, IL. 0000r, O.LYVi..a I. IO re.. R. UWIVCJ,, Y. Scale=1:55.0 4x6 = 3.4 = 5x8 = 4x6 = e 4 13 14 5 15 6 16 7 d ' =3x4 G 6x8 = 5x6 = 3x6 = 3x6 II 9-0-0 18-2-8 24-1-8 31-4-0 I I v-o-A I zsse I Plate Offsets(XY)— [2:0-2-100-1-81 [6:0-4-00-3-0][70:0-2-80-3-01 [11:0-2-12Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Ved(LL) 0.19 10-11 >999 240 MT20 244/190 TCDL 7.0. Lumber DOL 1.25 BC 0.82 Vert(CT) -0.36 2-11 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(CT) 0.07 8 n(a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-S Weight: 167 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* BOT CHORD 7-9: 2x4 SP M 31 WEBS REACTIONS. (lb/size) 8=1139/0-3-8, 2=1234/0-8-0 Max Horz 2=363(LC 9) Maur Uplift 8=-779(LC 9), 2=-785(LC 12) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2,3=-2049/1422, 3-4=-1841/1241, 4-5=-1600/1199, 5-6=-1999/1468, 6-7=-1439/1079, 7-8=-1078/854 BOTCHORD 2-11=-1665/1752,10-11=-1559/1999.9-10=-112411463 WEBS 4-11=-192/527, 5-11=-488/361, 5-10=-173/339, 6-10=-505/622, 6-9=-749f753, 7-9=-1190/1682, 3-11=-215/348 Structural wood sheathing directly applied or 3-7-9 oc purtins, except end verticals. Rigid ceiling directly applied or 4-5-6 oc bracing. 1 Row at midpt 5-11 NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave—oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(l) 1-8-0 t0 9-0-0, Exterior(2) 9-0-0 to 13-2-15, Interior(1) 13-2-15 to 31-2-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 779 lb uplift at joint 8 and 7851b uplift at joint 2. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 20,2020 QWA/iNING- Vedlydasign parametan and READ NOTES ON MSANOINCLUOEOMUEKRUENANCEPAGEMX7M.v. taN32O15BEFONE USE Dedgn v""d for use aNy wim MBelr®connectars. This design LL basetl only upon parameters shown, and Is for an Indivltlual bu0tling component, not ��- a truss system. Kato" use, the bullding dedgner must -arty the applicability of design Parameters and properly Incorporate tn6 design Into me overall bulIdNg design. Bracing Mdicoletl a fo prevent buckling of lndivldupl truss web ontl/or chord members only. Audi", nol temporary ontl pe,monent brac tt MiTek' is —way requlrBd for stability ontl to prevent eorole with possible personal Injury ontl p,ope,ty tlompge. For general gwdarxl regarding the fabrication, storage, tlelNery, erection ontl bracing of trusses ontl buss systems, seeAN49tP11 Cual6V CmeM. DS6-0e and 6L51 WSdhp Component 6904 Parke East BNtl. Sooty mfor mlbrxrvc,,.b,. from Truss Plate Ins6Me, 218 N. Lee Street. Suite 312 Alexonorio, VA 22 14. Tampa, FL 33610 Job Truss Truss Type Oty Ply T19170948 2177628 D3 HALF HIP TRUSS 1 1 Job Reference (optional builders rusmourc9 tream urY, Mi. riam ray, "-woor, o. 1.. - ,. - ­.. . ­ . ._._,, . ,.a.. . ID:x)(MgR7v TpIj7O_7mKvVygLdl-ZYRMu7oJspR6x7OZEnsyRhvMKjcjrK5Gcjt9O3zuNMu -1-40 7-7-5 11-0.0 17-5.9 24-10.7 31-4O 1-0-0 7-7-5 3-0-17 6-&9 7-0.15 6-5.9 R Scale - 1:55.0 Sz8 = 2x4 II Sze = 46 = 4 16 5 17 6 18 7 1.5xB STP= '- - 5xB 4 3x6 11 4x6 = axe _ SX8 = 4z6 = 3x8 II LOADING (psf) TOLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017ITP12014 CSI. TC 0.74 BC 0.12 WB 0.68 MBITiX-S DEFL in (loc) Vdefl L/d Ve TILL) 0.13 10-12 >999 240 Vert(CT) -0.14 10-12 >999 180 Horz(CT) 0.02 8 n/a n/a PLATES GRIP MT20 2441190 Weight: 2251b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-7 oc pudins, BOT CHORD 2x8 SP 240OF 2.0E except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 9-5-3 oc bracing. 7-8,6-10,7-9: 2x4 SP M 31 REACTIONS. (Ib/size) 8=1139/0-3-8, 2=1234/0-8-0 Max Hod 2=431(LC 9) Max Uplift 8=-786(LC 9), 2= 784(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2043/1271, 3-4=-1712/1227, 4-5=-1644/1248, 5-6=-1644/1248, 6-7=-1109/894, 7-8=-1081/853 BOT CHORD 2-13=-1579/1739, 12-13=-1579/1739, 10-12=-1320/1492, 9.10=-919/1130 WEBS 3-12=412/383, 4-12=-258/424, 4-10=-182/259, 5-10=-395/463, 6-10=-527/640, 6-9=-781/773,7-9=-1024/1437 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opsh h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 11-0-0, Extenor(2) 11-0-0 to 15-2-15, Interior(1) 15-2-15 to 31-2-4 zone; cantilever left and right exposed ; and vertical ]attend Tight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL--1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psi 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 786lb uplift at joint 8 and 7841b uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cod 6634 6904 Parka East Blvd. Tampa FL 33610 Date: January 20,2020 Q WARNING- Verity design paverefweenJREAD NOTES ON TH/SM13 OICLUDED MREANEFENANCEPAGEMI474TJrov. 101)34015BEFORE USE. Design valid for use only with MRek®connectors. Alt tleslgn Is based only upon parameters shown. and Is for an Individual building component. not �'- a huts system. Before use, the bu0tling designer must verify Me apppllcobllity of tleslgn parameters and properly Incorporates this design Into the overall building design, Bracing Indicated is to prevent buckling of lndMtluol a=web and/or chord members any. Additional temporary and permanent bracing MiTek' Is always required for stabildy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 69N Parke East BNd. fabrication, storage, delivery, erection antl bracing of Trusses and Truss systems. seeAHSUD91 4auplBy Ci fedn, D511d9 and 1101 Balding Component Tampa, FL 33610 Safety Infmmatbrrnalloble from Truss Plate Vutitute. 218 N. Lee Sheet. Sulte 312, Alexandria VA 22314. Job Truss Tress Type Oty Ply T19170949 2177628 D4 Half Hip Truss 1 1 Job Reference (options]) Builders RrstSoume (Plant City, FL), Plant City, FL - W557, 6.24U s Lisa 5 2Ule MI I ex Industries, Ina. rn Jan l l la:ul:lu zueu rage 1 is m 6 Scale =1:54.9 = 6.00F12 4x6 - 5x6 = 3x4 = 3x4 11 3x43 J'r — 2x4 II axis 3x4 = 3x4 = 6x8 = G LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.19 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.37 8-9 >999 180 BCLL 0.0 ' Rep Stress Incr VES WB 0.49 Hom(CT) 0.07 8 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 177 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc pudins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 2-2-0oc bracing. WEBS 1Row at midpt 5-11,6-8 REACTIONS. (Ib/size) 8=1139/0-3-8, 2=1234/0-8-0 Max Horz 2=513(LC 9) Max Uplift 8=-799(LC 9), 2=-781(LC 12) Max Grav 8=1197(LC 17), 2=1234(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2029/1228, 3-4=-1576/1092, 4-5=-1371/1041, 5-6=-1167/889 BOT CHORD 2-12=-1619/1865, 11-12= 1618/1867, 9-11=1194/1437, 8-9=-731/845 WEBS 3-12=0/265,3-11=-521/478,4-11=-219/469, 5-9=-432/530, 6-9=-377/784, , 6-8— 1276/1004 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ff; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) .1-0-0 to 1.8-0, Interior(1) 1-8-0 to 13-0-0, Exterior(2) 13-0-0 to 17-2-15, Interior(1) 17-2-15 to 31-2-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcureent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7991b uplift at joint 8 and 781 lb uplift at joint 2. Joaquin Velez PE No.66162 MTek USA, Inc. FL Cod 6634 6964 Parke East Blvd. Tampa FL 33610 Date: January 20,2020 QWARNWG- VeAtydesignp4ramsdiesend REAONOTES ON WISAND INCLUDED MnEKREFERANCEPAGEM274rani I&DO IISBEFORE USE. Design valid for use oNywlM MRek2connectors. This design Is based only upon parametersshown. and Is for on Individual building component not a truss system. Before use, the building designer must verify the applicability of design parometers and properly Incorporate this design Into Me overall building design. Broeing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporory and permanent bracing MiTek' Is always required for stabllity, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 69M Perks East Blvd. fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeAN9/iP0 Cu" CReM, pill and 6C51 Wldhp Component Tampa. FL 33610 Safety Informatbrnva0able from Truss Plate Institute, 218 N. Lee Street. Suite 312 Alexandria, VA 22314, Job Truss Tmss Type Oty Ply T19170950 2177628 D5 Half Hip Thus 1 1 Job Reference o aonal Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Dec Inc. I'n Jan 11 la:ul:l u 2u2u 4cB = 5x8 = 4 1415 5 16 Scale = 1:56.3 4x6 = axe a r r - 3x4 4 2x4 11 3x4 = 3.6 = 3.6 11 3xB = 7.10.13 15"'0 23-2-0 31-4.0 7.70-13 7-1 4 1 B-2-0 Plate Offsets (X Y)- f2.0-2-10 0-1-81 f3.0-4-0 0-3-01 (4:0-3-4 0-2-01 f5:0d-0 0.3-01 LOADING (psQ SPACING- 2-" CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(ILL) 0.14 2.11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.24 2-11 >999 180 BCLL 0.0 ' Rep Stress Incr YES VIB 0.79 Horz(CT) 0.05 7 n/a Na BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight: 180 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS , 2x4 SP No.3 *Except* BOT CHORD 5-10,6-8:2x4 SP No.2 WEBS REACTIONS, (lb/size) 7=1139/0-3-8, 2=1234/0-8-0 Max Hou 2=528(LC 12) Max Uplift 7=-782(LC 9), 2= 732(LC 12) Max Gray, 7=1240(LC 17), 2=1234(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Its) or less except when shown. TOP CHORD 2-3=-2031/1177, 3-4=1436/934, 4-5=-1235/956, 5-6=-10167724, 6-7=-1091/900 BOT CHORD 2-11_ 1440/1800, 10-1 1=-1440/1 800, B-10=-724/1016 WEBS 3-11=0/321, 3-10=-652/552,4-10=-25/342, 5-10=-319/321, 5-8=-715(782, 6-8=-979/1371 Structural wood sheathing directly applied or 3-0-1 oc puffins, except end verticals. Rigid ceiling directly applied or4-B-15 oc bracing. 1 Row at midpt 6-7, 3-10, 6-8 NOTES- 1) Wind: ASCE 7-10; Vull60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0ps1; h=25ft; B=45ft; L=24ft; save=4f ; Cat. 11; E>ia C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -14-0 to 1-8-0, Intedor(1) 1-8-0 to 15-0-0, Extedor(2) 15-0-0 to 19-2-15, Intedor(1) 19-2.15 to 31-2-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-M tall by 2-" wide will fit between the bottom chord and any other members, with BCOL = 10.Opsf. 5) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7821b uplift at joint 7 and 732 lb uplift at joint 2. Joaquin Velez PE Na.68182 MiTek USA, Inc. FL Curt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 20,2020 Q W4NNING-VadTydasl9npammetemend READ NOTES ON TN/SANDINCWDEDM?KNEFENANCEPAGEMR14TJme 10,11012015 BEFORE USE. D6sign valid for use only with MRels® connectors. TNs deslgn Is based only upon parameters shown, and Is for an indvidual bulltling component, not ��- a truss system. Before use, the building designer must verify the applicability of deslgn 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 roqulad for stobllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Perks East BNtl. fabricallon, storage, delivery, erection and bracing of trusses and truss systems. seeANSVIP11 Quality CmrM, D3949 and IIC51 Bukding Component m e FL 33610 Tep Lee Street. Suite 312, Nexandea, VA 22314. Safety Natformona Vollcble from Truss Plate Institute, 218 N. L , Job Truss Truss Type Oty Ply T19170951 2177628 D6 Half Hip Thus 1 1 Job Reference (optional) Blinders Flretuource(plan city, FL), Plant city, FL- JUbS/, 6.24US UeC b201e MI I eK Ir _XMgR7v TpljX7_7zwKvVygLdl.VxZ6JhpZ( 24-2-0 7g.0 46 = 3x4 = 5 15 16 6 Inc. hn Jan 1 / l a:ul n l zuzu Scale=1:58.6 5x6 = 17 7 ..-3X4 V 1i — 3x4 = 3x4 = 3xB = 3z6 = 4x6 11 3z LOADING (loaf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Gdp DOL 1.25 Lumber DOL 1.25 Rep Stress I, or YES Code FBC2017/TP12014 CSI. TO 0.95 BC 0.82 WB 0.97 Matrix-S OEFL. Ven(LL) Vert(CT) Horz(CT) in (roc) Vdefl Ud -0.19 10-12 >999 240 -0.3810-12 >968 180 -0.05 8 n/a Na PLATES GRIP MT20 244/190 Weight: 193 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or3-5-11 oc pudins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 *except* BOT CHORD Rigid ceiling directly applied or 4-5-6 oc bracing. 7-8: 2x4 SP No.1, 6-10,7-9: 2x4 SP No.2 WEBS 1 Row at midpt 7-8, 4-10, 6-9, 7-9 REACTIONS. (Ib/size) 8=1139/0-3-8, 2=1234/0-8-0 .. Max Horz 2=664(LC 9) Max Uplift 8=-826(LC 9), 2=-774(LC 12) Max Grey 8=1293(LC 17), 2=1269(LC 17) FORCES. IN) - Max. Comp./Max. Ten. -All tomes 250 (Ile) or less except when shown. TOP CHORD 23--2152/1199, 3-4= 2035/1224, 4-5=-1294/936, 5-6=-1121/919, 6-7=-853/772, 7-8=-1150/940 BOT CHORD 2-12= 1680/2022, 10-12— 1471/1683, 9-10=--776/90118-9= 238/267 WEBS 4-12=-177/506, 4-10=-622/542, 5-10=-28/298, 6-10=-453/503, 6-9=-777/863, 7-9=-974/1322, 3.12=-219/289 , NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-e-0, Interior(1) 1-8-0 to 17-0-0, Extedor(2) 17-0-0 to 21-2-15, Interior(1) 21-2-15 to 31-24 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 lost bottom chord live load nonconcument with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 5) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 026111 uplift at joint 8 and 774111 uplift at joint 2. Joaquin Velez PE No.69182 MTek USA, Inc. FL Cad 66M 6904 Parke East Blvd. Tampa FL 33610 Date: January 20,2020 O WARNING - Vsdfyd.slgnpanmefsra.md REAONOTES ON MIS AND INCLUDED AUTEKREFERANCE PAGE NI1-7473rev. INAYle1s BEFORE USE Design volld for use only with M9ek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the binding designer must verity the appllcablllly of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse wIM passible personal INury and property damage. For general guidance regarding the fobncoHon, storage, delivery. erection and bracing of trusses and muss systems, seeANSVip11 Quo Creed% DSI-09 end BCSI 11.1ding Component 6904 Parke East Blvd. 1ISy Safety Informalbnovollable from Truss Platte IruBMe, 218 N. We Street Suite 312. Nexandrla VA 22314. Tampa, FL say 0 Job runs Truss ype y y T19170952 2MB20 D7 Halt Hip Tmss IQ t 1 I Job Reference optional Builders FlrstSaurce, Plant City, FL. 33563 ID:x_XMgR7vsTpIjX7 5x6 = in 222019 MiTek Industries, Inc Mon Jan 20 06:56:43 2020 Page NygLdl-GF6e4JgBEyffofvBVAEVFKzoIP8Vg5W RzgfflortYi2 V 31-1 31-p-0 5.5-4 a-- -6 Scale =1:60.8 3x4 = 2x4 11 16 6 17 7 13 1.5xB STP= VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL Sx6 LOADS IMPOSED BY SUPPORTS (BEARINGS). 9-0.9 1410-10 21-9-4 31-3-8 31y1-D 9-o-9 1 8-10-D 1 s-10-10 1 9-64 o- e Plate Offsets (X,Y)-- 12:0-5-7,Edge1, f3:0-0-0,0-3-01, f5:0-3-8,0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.38 10-12 >964 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.74 8-9 >500 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.60 Hom(CT) 0.32 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 1691le FT=20% LUMBER - TOP CHORD 2x4 SP M 31 'Except' 5-7: 2x4 SP No.2 BOT CHORD 2x4 SP No.1 'Except' 9-11; 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 7-13: 2x4 SP No.2 WEDGE Leh: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7.7 oc puffins. BOT CHORD Rigid ceiling directly applied or 3-6-3 oc bracing. WEBS 1 Row at midpt 6-8, 7-13 REACTIONS. (Ielsize) 2=1234/0-8-0 (min. 0-1-8),13=1139/0-3-8 (min. 0-1-8) Max Horz 2=650(LC 12) Max Uplift 2=-096(LC 12), 13=-790(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-3551/2335, 3-14=346PJ2359, 3-4=,3331/2319, 4-15= 2536/1635, 5-15=-2439/1851, 5-16=-1732/1378, 6-16=-1732/1378 BOT CHORD 2-12=-2687/3242, 11-12=-2422/2828, 10-11=-2406/2854, 9-10=-1516/1781, 8-9=860/1022 WEBS 3-12= 177/258, 4-12=-203/469, 4-10=-669/638, 5-10=-585/879, 6-9=-795/1109, 6-8=-1524/1298, 8-13=-1139/902 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=16Omph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25tt; B=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exteror(2) -1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 19-0-0, Extedor(2) 19-0-0 to 23-2-15, Interior(l) 23-2-15 to 31-2-4 zone; cantilever left and right exposed ; end vertical left and fight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 fast bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2, 13 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6961b uplift at joint 2 and 79011b uplift at joint 13. LOAD CASE(S) Standard Joaquin Velez PE No.68182 MTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 20,2020 QWARNING-Verilydeslgn parametersend READ NOTES ON WISANDWCLUDEDMn KREFERANCEPAGEM/P74nmre. fatu,2015BEFORE USE. • Design valid for use only with MITek® connectors. This design Is based only upon parameters mown. and 6 for an Indlviduoi building component, not a muss system. Before use, ire building designer must verity the applicabliily of design parameters and properly Incorporate }his design Into Me overall bulltling design. Bracing Indicated a to prevent bucking of Individual muss web and/or chord members only. Additional temporary and permanent bracing MITOW Is alwoysrequlred for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the storage, calvary. election and bracing of Musses and Muss systems, weANSVIPII Quality CrMda, DSB49 and SCSI Suldbg Component 6904 Palle East Blvd.fabrication, Safety Informalbmvallable from Truss Plate Institute. 218 N. Lee Sheet Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type OIy Ply T79170953 2177628 E7 JACK -PARTIAL TRUSS 46 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL-33557, U24USUeo beUIUMrlexlrpuslne5,ina. rn Janlr 1V:U1;lJ4U4V 1.5x8 STP= LOADING (psi) SPACING- 2-M CSI. DEFL. in (lac) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Ve It I( -0.11 2-4 >695 240 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.23 2-4 >347 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=167/Mechanical, 2=346/0-8.0, 4=66/Mechanical Max Hoa 2=277(LC 12) Max Uplift 3=-214(LC 12), 2=-243(LC 12) Max Grav 3=182(LC 17), 2=346(LC 1). 4=132(LC 3) FORCES. (lb) -Max. Comp./Max, Ten. -All forces 250 (Ib) or less except when shown. Scale = 1:23.4 PLATES GRIP MT20 244/190 Weight: 24 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied orb-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ff; L=248; eave=oft; Cat. II; Exp C; Encl., GCpI=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 1-81 Interior(1) 1-8-0 to 6-11-4 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 2) This buss has been designed fora 10.0 pst 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 glyder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 214 lb uplift at joint and 243 lb uplift at joint 2. Joaquin Velez PE No.68162 MiTek USA, Inc. FL Cart 6634 6904 Parke East Bind. Tampa FL 33610 Date: January 20,2020 QWARN/NG-Verily Ceslgnparamefersand READ NOTES ON MISANDWCLUDEOMRKBEFEBANCEPAGEMIP74)3rev. 141131015BE£OBE USE. Design valid for use only with M99W connectors. This design Is based only upon parameters shown, and B for on Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual thin web and/or chord members only. Additional temporary antl permanent bracing MOW b always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me 6904 Parka East Blvd. fabrication, storage, delivery, erection and bracing of trusses and inns systems, seeAN31/IPII QOailly Cri DS549 and BCSI Bidding Component Tampa, FL 33610 Safely Informplbmvallobie from Truss Plate Institute. 218 N. Lee Street. Suite 312 Alexandria, VA 22314. Job Thus Truss Type at Ply T79170954 2177628 ETA JACK -PARTIAL TRUSS 7 1 �Jc S Reference (optional) Blnlders FirstSource (Plant City, FL), Plant City, FL- 33567, 1.Sx8 STP= 7-0.0 7-0.0 8.240s uec Is 2U1 a Mr I ex Industries. Inc. rn Jan 111 mui:142uzu Scale-1:23.4 Plate Ofisets(XY)— 12.0-1-40-0-21 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. In (too) Met Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Ven(LL) 0.31 2-4 >254 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) 0.26 2-4 >303 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n(a n/a BCDL 10.0 Code FBC2017rrP12014 Mobil Weight: 24lb FT=20% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP M 31 REACTIONS. (lb/size) 3=167/Mechanical, 2=346/0-8-0, 4=66/Mechanical Max Harz 2=277(LC 12) Max Uplift 3=-214(LC 12), 2=-385(LC 12), 4=102(LC 8) Max Gray 3=182(LC 17), 2=346(LC 1).4=132(LC 3) FORCES. (lb) - Max. Coal Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 Go puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 6-11-4 zone; porch left exposed;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 665 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 214lb uplift at joint 3, 385 Ito uplift at joint 2 and 102 Its uplift at joint 4. ' Joaquin Velez PE No.69162 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: January 20,2020 AWARNING -Vedrydea/9eperemetereantl READ NOTES ON THIS AND MCLUDEDMREKREFERANCEPAGE MIN4Man, fOTY1015BEFORE USE. Design valid for use only with MReh® connectors. This design Is based only upon parameters shown, and Is for an IndNldual bull component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into me overall building design. Bracing Indicated is to prevent buckling of lndNktual toss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personot Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. Ent fabrication, storage, delivery, erection and bracing of toms, trusses and hum systeseeAN9i/IPn Quality Cme lo. D5349 and SCSI Building Component Tampa, FL Safety mformotbrgvallable from Truss Plate Institute. 218 N. Lee Sheet Sulte 312. Alexandria, VA 22314. Job Truss Truss Type Of Ply T79170955 2177628 E7P JACK -PARTIAL 8 1 Jab Reference (optional) Builders FirslSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Dec 62019 MrTek Intlusinea, Inc. Fn Jan 1718:01:14 2020 Page 1 I Dd7ej79yxNkmTHOGKb3KbeAz,4gr-vW FFxisShL4P1 uHW 1 KR78xdHTkDgWjc0m7bw3HzuNMp -1-4-0 3-7.8 1-0.0 3-7-8 I 46 = Scale = 1:23.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Ven(LL) 0.13 2-6 >633 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) 0.11 2-6 >752 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.15 Horz(CT) -0.00 5 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 36 lb FT=20% LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=78/Mechanical, 2=340/0-3-8, 5=165/Mechanical Max Hou 2=279(LC 12) Max Uplift 4=-102(LC 12), 2=-377(LC 12), 5=-222(LC 12) Max Gmv 4=81(LC 17), 2=340(LC 1), 5=165(LC 1) FORCES. (lb) -Max. CompJMax, Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3_ 259/190 BOT CHORD 2-6=-438/275 WEBS 3-6=-309/493 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or B-3-15 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; save=5ft; Cat. II; E)rp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8.0, Intedar(1) 1-8-0 to 6-11-4 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 fora 10.0 psf bottom chard live load nonconcunent 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-M wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1021b uplift at joint 4, 377 Ib uplift at joint 2 and 222 lb uplift at joint 5. Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: January 20,2020 Q WARNING- Vedlydos/gnpammefonend READ NOTES ON THISAND INCLUDED M/7EKREFERANCEPAGEMIL747Jmv. 101131015eEFOREUSE Design volld for use only Win M9e& connectors. This design Is based only upon parameters shown, and Is for on IntlNldual building component, not a truss system. Before useme building designer must verity the appllcablllry of desgn parameters and properly Incorporate this design Into Me overall bulldingdeslgn. Bracing Indicated Is to buckling members only. Addlllonaltemporaryondpermonentbrocing MiTek' prevent ofIndMdualtruss web and/or chord Is always required for stablllty and to prevent collapse with possible personal Injury and property damage. For genorcl guidance regarding me fabrication, storage, dellvery. erection and bracing of musses and muss systems, seeANSUIPII Guam yCmedo, OSB49 and SCSI IfuldNp Component 69N Parke East Blvd.Sooty mlarmalbn rallabie from Thus Plate Institute. 218 N. Lee Skeet, Suite 312. Alexandria V, 22314. Tampa, FL 33610 Job Truss Truss Type Dry Ply T79170956 2177628 G1 Hip Truss 1 1 Job Reference (optional) muuaers ruslaoume triarn ury, m.{, riven sexy, IL- uaoor, 41 tV s�v 0 1.5,68 STP = 7x10 SAO EoO 12 3x6 9 4 5xB G Sx6 = 3xB = Sx6 = 5 21 6 22 7 15 1716 6x12 MT20HS cc 4x10 MT20HS 1B 3x6 3.00 12 2x4 II 2.73112 14 3x8 Scale = 1:92.3 3x6 8 5x6 9 23 10 11 17 I 13 12 1.6xe STP= N 5x12 = 2x4 11 46 = 1 LOADING (psi) SPACING- 2-0-0 CS'. DEFL. In (too) Udell Lid PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.72 Ven(LL) 0.85 15-17 >684 240 Mi20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -1.08 15-17 >536 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES W S 0.69 Horz(CT) 0.62 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 2641b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-5-11 oc pudins. 3-5,1-3: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 3-8-5 oc bracing. BOT CHORD 2x4 SP No.1 'Except' WEBS 1 Row at midpt 4-15, 6-14 10-13: 2x4 SP No.2, 2-16: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Leh: 2x4 SP No.3 REACTIONS. (lb/size) 10=1878/0-8-0, 2=1878/0-e-0 Max Horz 2=367(LC 11) Max Uplift 10=-1150(LC 12), 2=1150(LC 12) FORCES. (lb) -Max. Comp./Max. Ton. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-6126/3799, 3-4=-5359/3413, 4-5=-4343/2809, 5-6=4042/2751, 6.7=-2845/2090, 7-8— 2931/2067,8-9=-2963/2040, 9-10=-3434/2167 BOT CHORD 2-18=-3405/5502, 17-18=-3405/5507, 15-17=-2866/4879, 14-15=-1870/3480, 13-14=-1514/2858,12-13=-1772/2962,10-12— 1770/2965 WEBS 3-18=0/290,3-17=-678/552,4-17=-78/431,4-15=-1017/816,5-15=-914/1633, 6-15=-489/1105, 6-14= 1214/825, 7-14=-655/1085,8-13— 2B6/225,9-13=-083/341, 9-12=0/284 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.OpsY h=25h; B=45ft; L=24ft; eave=6ft; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-1-4-0 to 1-8-0, Interior(1) 1-8-0 to 21-0-0, Exterior(2) 21-0-0 to 25-2-15, Intenor(1) 25-2-15 to 32-0-0, Extedor(2) 32-0-0 to 36-3-12, Intedor(1) 36-3-12 to 50-4-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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. Joaquin Velez PE No.68182 8) Bearing at joint(s) 2 Considers parallel to grain value using ANSVfPI 1 angle to grain formula. Building designer should verity MiTek USA, Inc. FL Carl 6634 capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11501Is uplift at joint 10 and 11501b 6904 Parke East Blvd. Tampa FL 3361D uplift at joint 2. Date: January 20,2020 Q WARNING -Verily design parameters and REAONOTES ON MIS AND INCLUDED MREKREFERANCE PAGE MIA7473mx. 14012015 BEFORE USE. Design valid for use any with MITek® conneciors.;The design Is based only upon parameters shown, and Is for an Individual bulIdInc component, not a truss system. Before use. Me building designer must verity the oppllcalctly of design parameters and properly Incorporate this design Into the overall buiIdIng design, Bracing Indicated is to prevent buckling of lndKidual truss web and/or chord members only. Addi6onol temporary antl permanent bracing MiTek' e always required for stability and to prevent collapse with possible personal Injury and property damage. For canard guidance regarding Me fabrication, storage, delNery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Criteria. DSB-09 and IICSI Buldbp Component 69N Parke East Blvd. Safety Informatbspvdloble from Tnns Plate Institute, 218 N. Lee Sheet Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T79170957 2177628 G2 Piggyback Base Truss4 1 Job Reference (optimal) Builders FirstSource (Plant City, I-L), Plant City, 1-1.-JJba T, U24U 5 UeG a LV I e MI I ex Inausmes, mc. rn Jan i/ 1 n:u, i t GVLu Scale =1:92.3 Sx6 = 5x6 = axis= 5 21 6 22 7 3x6 11 3x6 G 20 823 4 Sx8 Sxe G 9 6.00 /2 m 3 15 24 I 1716 602 MT20HS 10 11 f 2 19 Axle, MT20HS 5x84`Z 13 Iy 12 1.5xB STP= IN 1 78 2x4 11 2.71112 SxB = 2x4 11 are - 1.5x8 STP = 7x10 3.00 rl2 8x10 LOADING (psf) SPACING- 2-0-0 CS'. DEFL, in (roc) Vdefl IJd PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TC 0.70 Vert(LL) 0.87 15-17 >665 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BID 1.00 Vert(CT)-1.2914-15 >450 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WE 0.77 Horz(CT) 0.65 10 n/a Tire BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 265 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 -Except' TOP CHORD Structuml wood sheathing directly applied or 2-7-7 ad pudins. 9-11,7-9: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.1 'Except' WEBS 1 Row at midpt 6-14 10-13: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 4-15: 2x4 SP M 31 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=187810-8-0.10=1878/0-8-0 Max Horn 2=358(LC 11) Max Uplift 2=-1150(LC 12), 10=-1150(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6131/3813, 3-4=-5365/3429, 4-5=4364/2832, 5-6=-4235/2854, 6-7= 2619/1964, 7-8=-2966/2116,8-9= 2974/2041,9-10=3463/21B6 BOT CHORD 2-18=-3420/5501, 17-18=-3426/5500, 15-17=-2882/4885, 14-15=-1906/3465, 13-14=-1520/2663,12.13=-1801/2991,10-12=-1799/2995 WEBS 4-17=-77/419, 4-15=995/800, 5-15=903/1648, 6-15=-558/1267, 6-14=-1358/952, 7-14=-722/1127,8-14- 123/253, B-13=-349/225, 9-13=-494/343, 9-12=0/291, 3-18=0/295,3-17=-673/556 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.Opst h=25ft; B=45ft; L=2411; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and CC Extedor(2) -14-0 to 1-8-0, Interior(1) 1-8-0 to 20-6-0, Exterior(2) 20-6-0 to 24-8-15, Imerior(1) 24-8-15 to 32-6-0, Exterior(2) 32-M to 36-8-15, Interior(1) 36-8-15 to 504-0 zone; cantilever left and right exposed; end vertical left and right exposed;CC for members and farces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent 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. Joaquin Velez PE No.68182 7) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. MiTek USA, Inc. FL Cad 6634 8) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify 6904 Parke East Blvd. Tampa FL 33610 capacity of bearing surface. Date: 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1150 lb uplift at joint 2 and 1150 Ito uplift at joint 10. January 20,2020 OWARNING-Verity dea/9n parameters and READ NOTES ON MIS AND MCLUDED M?EK NEFENANCE PAGE MIP74M MK IacKlia 5BEFORE USE Design volid for use only wih MOek® connectors. This design Is based any upon parameters shown, and Is for on IndNltlual bulldIng component, not a truss system. Before use, the building designer must verify he applicability of design parameters and properly Incorporate this design Into the overall building design. Electing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' is always required for stability and to prevent collapse with passible personal lniury and property damage. For general gddancemgarding the 4cEast l Blvd. SON Perk East0 fabrication storage, delivery, erection and bracing of trusses and truss systems, weANSIM11 Cuo111N1yy Cdbdo, DSB49 and SCSI Building Component Safety Nformatlanovollabie from Truss Plate Institute. 218 N. lee Street. Suite 312. Alexondaa, VA 22314, Tampa, Job Truss Truss Type OtY Ply T19170958 2177628 G3B Piggyback Base Truss 1 1 Job Reference (optional)_ Builders RrslSource (Plant City, FL), Plant City, hL- 33557, 8.240 s uec a Zulu Mr IeK Inousures, Inc. Pn Jan 1 / itswi Ta 2026 Paget ID:x_XMgR7v TpIJX7_7mKvVygLdl-oHUln4vykaarWVaHGAW31nmOLVRSLPbgdz8C2wNMl t-0- 7-1-10 13-9-73 20-fi-0 1-9 27-1-70 32.6-0 3G2-0 43-0-0 -4- 7•t-10 B-e-3 6.8.3 -3-4 5-4-6 &4.6 3-e-0 Scale =1:79.8 Sire = 3x4 = 5x8 = 5 20 6 21 22 7 6.00 12 3x4 C • 19 823 3x4 i 4 20 4x6 US % 9 3 1514 6XS 13 I h Us US 18 17 16 12 2 3x4 11 10 w 7 dx10720H5 o 3.00 12 1 0 3x4 2.73 12 5x12 = 1.5x8 STP= 1.5x8 STP= axfi 11 7x10 L 8x10 10.5-17 20.6.0 1-9y- 2� 32.6.0 36.2.0 43-4-0 10.E-17 70.0.E _ -3 4 5.4-6 5.4.6 ~ 3-8-0 7.2-0 Plate Offsets(XY)— f2:1-4-11 Edael f2:0-6-11 Edael 13:0-3-00-3-01 15:0-5-80-2-41 f7:0-6-00.2.8] 19:0-3-00.1.81 f11:M-002-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.70 15-17 >738 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.94 15-17 >548 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WE 0.93 HDrz(CT) 0.47 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 254 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 3-5: 2x4 SP No.t, 1-3: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP N0.2 *Except* WEBS 1 Row at micipt 7-13. 9-11 14-16: 2x4 SP No.1, 2-16: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 10=1584/0-8.0, 2=1677/0-8-0 Max Horz 2=473(LC 11) Max Uplift 10=-897(LC 12), 2=.1032(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5272/3623, 3-4_ 4941/3369, 4-5=-3661/2649, 5-6=-3344/2599, 6-7=-2585/2050, 7-8— 198B/1564,8-9=-1733/1236, 9.10=-1511/1161 BOT CHORD 2-17=-3607/4821, 15-17=-3120/4200, 14-15= 2305/3279, 13-14=1826/2652, 12-13_ 1182/1768,11-12=-1061/1508 WEBS 3-17=-272(442,4-17=-176/652, 4-15=-936/830, 5-15=-3061756,5.14=-470/593, 6-14= 746/1121,6-13=-1069/929,7-13=-966/1340,7-12=-410/245,8-12=-212/524, 8-11=824/706, 9-11=-1029/1548 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opst h=25ft; B=45f ; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 20-6-0, Exterior(2) 20-8-0 to 24-8-15, Interior(1) 24-8-15 to 32-6-0, Exterior(2) 32-6-0 to 36-8-15, Interior(1) 36-8-15 to 43-2-4 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and tomes 13 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 chard live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Joaquin Velez PE No.68182 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 897 Ib uplift at joint 10 and 1032 lb uplift MiTek USA, Ina FL Cert 6634 at joint 2. 6904 Parke East Blvd. Tampa FL 13610 Data: January 20,2020 Q WAHNINO-V heyd4Wgnpr,...Wnend HEAD NOTES ON THISAND INCLUDED MmEKHEFEHANCEPAGEMX74T3rcv. 1e93MO1SBEFOHE USE Design valid for use only with Mira* connectors. fib design abased only upon parameters shown, antl Is for an IndMduol bustling component, not a huss system. before use, the bullding designer must verify me appllcablyl of tleslgn Parameters antl propedy InaorporCte thI, design Into the overall build tleslgn. Bracing Indicated is to buckling oflndMdualhuss-.band/or membersonly. Additlonoltemporaryandpermanentbracing iwiTek' prevent chord Is aiways required for stpblllty and to prevent collapse with posvbie personal tit2 and property damage. For general guidance regarding the labticatl storage, delivery, erar.f.r and bmcing of hu_ii andhuss systems, seeMSUIPII a. CMido, OSM9 antl 6C31 Buldhp Compomint 69N Parke East Blvd. Sof tnlOrtnalbrxrv.liable ham Truss Plate Institute. 218 N. Lee Sheet. Suite 3, 2, Alexanorl. VA 22 14 to Tampa, FL 33610 Job Truss Truss Type Orly Ply T19170959 2177628 G4B Piggyback Base Thus 1 1 Job Reference o lional Builders FirstSource (Plant City, FL), Plant City, FL-33567, 8.240 s Dec 62019 MiTek Industries, Inc. Fri Jan 17 18:01:19 2020 Page 1 ID:x_XM9R7v TpIJX7_7zwKvVygLd1-GT287DvaVtii8t9Ug111r I(1 NIrMBn11vHINU=NMk 51-0-0 13-&13 20-60 ijl 0 32-60 3&2-0 4&1-12 45S1-7 47-&8 98 &&3 &&3 a" &0-0 38-0 4&12 45-12 2-&1 1-1&8 b Scale - 1:93.8 Sx8 = 3x6 = 5x8 = 6.00 12 5 6 ] 3x6 11 3x6 G e 4 5xe 11 9 5.6 G 5x6 = Sx6 = 0 4x6 C 3 2120 1213 '^ ,J 6xB 19 1 I'7 e5 e91 _ 23 22 3x6 % 4x6 18 fv 2 3x6 3.6 2 17 15 74 1� 0 1 24 4x10 MT20H5 % 3.00 12 5x12 = 2.4 11 2.73 /2 16 3x6 II 1 a 1.5xB STP = 1.5x8 STP = SzB = 6.8 6xB = 7-1-10 13-9-13 20-fi-0 $t-9-fl 2fi-fi-0 32-fi-0 3F2.0 43-0-0 47-&B /19.8-Q 7-1-10 a-8-3 6-&3 3 4.8-02 ~ 6.0.0 .8-0 6-00-0 4.9-8 10. Plate Offsets (X Y)-- 129-5-9 Edge] [3:0-3-0 0-3-0] T5.0-6-00-2-81 T7.0-6-0 0-2-B1 [11:0-3-0 0-2-01 [12:0-2-15 0-2-0] [17:0-6-00-2-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.59 22 >866 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT)-0.7321-22 >702 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.97 Horz(CT) 0.40 16 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 2951b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2'Except- TOP CHORD Structural wood sheathing directly applied, except end verticals. 3-5: 2x4 SP No.1, 1-3: 2x4 SP M 31 BOT CHORD ' Rigid ceiling directly applied or 3-8-9 act bracing. BOTCHORD 2x4 SP No.i'Except* WEBS 1Row at milli 9-16 17-20,14-17:2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 14=-779/0-3-8, 16=3088/0-8-0, 2=1501/03-0 Max Horz 2=343(LC 7) Max Uplift 14=946(LC 13), 16=-1876(LC 8), 2=-936(LC 8) Max Gmv 14=213(LC 8), 16=3088(LC 1). 2=1501(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=4662/2573, 3-4=-3900/2191, 4-5=-2896/1616, 5-6=-2610/1560, 6-7=-1926/1253, 7-8_ 1134/807, B-9=-658/460, 9-11432/2688, 10-11=-342/983, 11-12>3BO/1067. 12-14=-196/950 BOT CHORD 2-24=-2345/4307, 22-24=-2350/4301, 21-22=-1811/3618, 20-21 =. 1059/2607, 19-20=-764/1981, 18-19= 263/995,17-18=-63/539,16-17=-843/532, 15-16=.2249/1257 WEBS 3-24=0/280, 3-22=662/524, 4-22=-81/414, 4-2 1 =-I 0111765, 5-21=-316/648, 5-20- 101/433, 6-20=-447/1090, 6-19=-1092/679, 7.19=-696/1388, 7-18=-777/377, B-18=344/930, 8-17=-1187/652, 9-17- 829/1710, 9-16= 3253/1904, 10-16=-171/280, 10-15- 100611717,11-15=-545/233, 12-15=-1037/451 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=4.2pst BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; IvWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' 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. 7) Bearings are assumed to be: , Joint 14 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joints) 2 considers parallel to grain value using ANSI iP1 1 angle to grain formula. Building designer should verify Joaquin Velez PE No.68182 capacity of bearing surface. MiTek USA, Inc. FL Cart 6634 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9461b uplift at joint 14, 18761b uplift at 6904 Parke East Blvd. Tampa FL 33610 joint 16 and 936 Ito uplift at joint 2. Date: January 20,2020 Q WARNING- Vedlydeagn summutereend NERD NOTES ON THIS AND INCLUDED MREx REFERANCE PAGEMI7473 rev. NaV2015SEFOREUSE. Design valid for use only with M6ekO 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 vetlty the appllcablllly, of design parameters and properly Incorporate this design Into the overall bWOing design. Bracing Indicated is to prevent buckling of individual hum web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 69N Parke East Blvd. fabrication storage, delivery, erection and bracing of trusses and truss systems, seeANSVIP11 Quality Caloric, DSO-09 and OCSI building Component Safety Informaflowv llcbie from Truss Plate Institute. 218 N. We Sheet, Suite 312, Alexandra. VA 22314. Tampa, FL 33610 Job Thus Truss Type Oty Ply T19170960 2177628 G5B Piggyback Base Truss 1 1 Job Reference (optional nunaers MISMOurae(rlam ury, ry. Vista ury, rL- JJaol, 0.44a s uec o zuro run uR u1Ul6u rcs, nth. rn emir ,e.0 1-avao 5z6 6 3 23 1 2 1.1z8 STP = 6xB Scale = 1:93.0 Sze = 3ze = 5xe = 6.00 ri2 6 26 6 26 ] 3ze 24 2]B 3z6 G 6x12 MT20HS = 4 use = 7 6 4z6 28 29 20 11 12 1A 6z8 16 j`7 ^ 22 21 - axe G 4x6 17 j9 3z6 16 15 14 13 19 3ze MT20HS % 3.00 12 M� 2.73 12 6z8 = 1.5z8 STP = 3z6 11 6zB = 4x6 = 45.9 8 1eS11 2080 }9. 21.1-te 328a 962-0 41a-0 43 -0 49-M I �-i I I I ,.1�,.,_e. I Plate Offsets (X Y)-- [2:0-5-9 Edae7 [3:0-M 0-3-0] [5.0-6-0 0-2-81 17:0-6-0 0-2-81 110.0-10-0 0-2-81 [11:0-2-15 0-2.01 [15:0-3-B O-3-Ol rl6:0-6-4 0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.62 20-22 >837 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.78 Verl -0.85 20-22 >605 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES W B 0.98 Horz(CT) 0.37 15 n/a are BCDL 10.0 Code FBC2017/7P12014 Matrix-S Weight: 2921le FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-0: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 *Except* 19-21: 2x4 SP No.1, 2-21: 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* 9-16: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 13=-845/0-3-8, 15=3145/0-8-0, 2=1510/0-8-0 Max Hom 2=343(LC 11) Max Uplift 13=-1023(LC 17), 15_ 1695(LC 12). 2=942(LC 12) Max Grav 13=249(LC 12), 15=3145(LC 1), 2=1510(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-7-2 oc bracing. WEBS 1 Pow at midpt 7-18, 9-16 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=.4628/2916, 34=4275/2632, 4.5=-2955/1887, 5-6=2641/1840, 6-7- 1869/1426, 7-8=-11901991. 8-9= 755/563,9-10=-1388/2362,10-11=-750/1593,11-13=-355/1002 BOT CHORD 2-22- 2647/4282, 20-22=-2094/3613, 19-20=-1295/2637, 18-19=-895/1920, 17-18=-088/1030,16-17=-195/608,15-16=-2276/1564,14-15=-1343/829 WEBS 3-22=-302/461,4-22- 194/674,4-20=952/816, 5-20=-287i/54, 5-19=-186/357, 6-19=-564/1146, 6-18=-1082f796, 7-18=-808/1345, 7-17=-752/392, 8.17=-367/892, 8-16=-1241/844,9-16=-1859/3076, 9-15- 1770/1283,10-15=-1588/1269,10-14=-472/400, 11-14- 1407/863 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=4.2psh BCDL=6.Opsf; h=25tt; B=45ft; L=24ft; eave=68; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 206-0, Extedor(2) 20-6-0 to 236-0, Intedor(1) 23-6-0 to 32-6-0, Exterior(2) 326-0 to 356-0, Interior(1) 35-6-0 to 45-9-8, Exterior(2) 45-9-8 to 48-9-8, Interior(1) 48-9-8 to 51-0-0 zone; porch right exposed;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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: , Joint 13 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joints) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1023 lb uplift at joint 13, 1895 lb uplift at Joaquin Velez PE No.68182 MTek USA, Inc. FL Cort 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 20,2020 OWARNING- Vedlydesffg peremeteleerd REAONOIES ONTN/SANDWCLBOEOMGEKBEFEBANCEPAGEMI474".r .. 10,012015BEFONEBSE Cosign void for use only with MneM connectors. This design Is based only upon porameters shown, and Is for an Individual bullding component, not a true system. Before use, the bullding designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing hdlcated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' tab Is always requlred for stability and to collapse with injury and damage. For egarding the prevent possible personal property general guidance fabrication, storage, delivery, erection and bracing of muses and truss systems, saeANsVTPII QualityCalo, OSS49 and BCSI Building Component 6904 Parke East BNtl. ParkeEast SabW m/aenalbnwolloble from Truss pate Institute, 218 N. Lee Steel. Suite 312, Alexandria. VA 22314. Tam t0 P a, Job Truss Truss Type City Ply T19170960 2177628 13513 Piggyback Base Truss 1 1 �Job Reference optional) Builders FmlSource(Plait( City, FL), Plant City, FL-33557, a.eau S uec tizule miter inaWmes, ins. rn can it ro:ur:zr zvcv ragez ID:sLXMgR7v TpliX7 7mKvVygLdl-CsAuP5wlVyPNz1sxl3mwPPNHYXEfhL2NbnopNzuNMi NOTES- 10) This truss has large uplift maction(s) from gravity load case(s). Proper connection is required to secure truss against upvrard movement at the bearings. Building designer must provide for uplift reactions Indicated. Q WARNING -Verify design parameters end READ NOTES ON THIS AND MCLUDEDMDEKREFERANCEPAGEMIP74nrev. 1GOV2015BEFOREUSE Derl valid for use only with MgekG connectors. This all 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 applicabillity of design parameters and properly Incorporate this aesl9n Into the overall building design. Bracing Indicated is to prevent buckling of Individual Was web and/or chord members only. Addltional temporary and permanent bracing M!Tek' Is always required for stablllty and to prevent collapse with possibie personal Injury and property damage. For general guldonce regarding the 6904 Parke East Blvd.fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSVTPII Quality Othello,USB-09 and (CBI IuIEYrp Component Tampa, FL 33610 Safety Informallonovalicbie from Truss Plate Institute, 218 N. we Street, Suite 312, Nexondl VA 22314. Job Truss Truss Type Oty T19170961 �Job 2177628 G6B Piggyback Base Truss 1 (optional) pullouts rirsraoume trials U ry, rly, naps Illy, IL- oowr, o.cws Uea o zu ie Nil r en emwm=a, , . r„-e,I i-..«- Scale = 1:93.3 5xs = 3x6 = 5a8 = 3x6 6.00 F12 4 24 5 25 6 26 23 7 3.8 G 7x10 = 7xIO C 3 8 9 5.6 G 3x4 II m 27 28 2 19 1011 y 22 5x6 2 17 m r6 20 6x8 4x6 - 16 c 21 m 1 3xB MT20HS % 3x6 x 15 14 12 1& 3.00 12 13 11 d 3x6 % 2.73 12 6x8 = 1.5x8 STP= 7x10 = 1.5x8 STP = 5x8 2x4 II 6x8 = 10•&0 20.6-0 21.9-A 27.7.10 32-6.0 36-2-0 41-1.7 p3-0-0, 49-8-0 r 10-g-0 8-9-0 •3• 5-4-6 5-0-6 3.8.0 4-17.7 -10. 6-B-0 Plate Offsets(XY)-- fY0-5-7Edgel [2:0-3-00-3-41 [4:0-6-00-2-81 [6.0-6-00-2-81 [8.0-5-40-3-81 f9:0-7-40-0-121 fl2:Edge0-4-121 rl3:0-4-00-4-81 f15:0-0-00-2-01 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.84 Vert(LL) 0.55 19-21 >936 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.7519-21 >678 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES W B 0.98 Hoa(CT) 0.34 13 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 3081b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 8-9: 2x6 SP No.2, 1-2: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2'Except' WEBS 1 Row at midpt 3-19, 6-17, 6-16, 7-15, 8-15, 9-12 12-15: 2x6 SP M 26, 1-20: 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* 9-12: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 1=1307/0-8-0. 13=383610-8-0, 12=-1423/0-3-8 Max Ho¢ 1=-327(LC 10) Max Uplift 1=-736(LC 12), 13- 2276(LC 12). 12=-1604(LC 17) Max Gray 1=1307(LC 1), 13=3836(LC 1), 12=553(LC 12) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4206/2733, 2-3=-3829/2366, 3-4=-2469/1612, 4-5=-2178/1566, 5-6-1393/1150, 6-7=-708/669,7-8= 224/337,8-9=-1592/2871,9-10=-13/304,10-12=-207/471 BOT CHORD 1-21=-2468/3935, 19-21=-1862/3245, 18-19=-1044/2230, 17-18=-613/1433, 16.17=-97/601,14-15=-2108/1449,13-14=-2113/1460,12-13=-2446/1613 WEBS 2-21=.346/541, 3-21=.218/664, 3-19=-993/832, 4-19=-294/721, 5-18=-576/1162, 5-17=-1093/801,6-17=-811/1351,6-16=-990/557,7-16=-526/1128,7-15=-1479/946, 8-15=-1536/2568,B-14=-123/310,8-13-1765/1000,9-13=-1955/1345, 9-12-1940/2819 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=6.Opsf; h=25ft; B=45ft; L=24ft; eave=68; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 04-0 to 34-0, Interor(1) 34-0 to 20-6-0, Exterior(2) 20-6-0 to 23-6-0, Interor(1) 23-6-0 to 32-6-0, Extedar(2) 32-6-0 to 35-6-0, Interor(1) 35-6-0 to 43-9-13, Extedor(2) 43-9-13 to 46-9-13, Interior(1) 46-9-13 to 51-0-0 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi 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 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Joaquin Velez PE No.68182 7) Bearings are assumed to be: , Joint 12 SYP No.2 crushing capacity of 565 psi. MiTek USA, Inc. FL Cort 6634 8) Bearing at joint(s) 1 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify 6904 Parke East Blvd. Tampa FL 33610 capacity of bearing sudace. date: 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 736lb uplift at Joint 1, 22761b uplift at joint 13 and 1604lb uplift at joint 12. January 20,2020 AWARNING -Verify design pammetemandREADNOTES ONTHISANUINCLUDED MREKREFERANCEPAGEMO-T4T0rev.f6TaQ0f5BEFOREUSE. Design valid for use only with M6ekG connectors. This de9gn Is based only upon parameters shown, and Is for an IndNltlual bulking component, not a hum system. Before use, the bullding designer must verify me applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is o prevent bucking of individual hum web cnd/or chord members only. Additional temporary cnd permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the storage, delivery, erection and bracing of trusses and hum systems, seeAlitu flan Duallh Crknb, DSB69 and SCSI Budding Compon"t 6904 Parke East Blvd. Sably Nlormalbrrwoiloble tram Trull Rafe IntliNte. 218 N. Lee Street Suite 312, Rexpndrla, VA 22 14. Tampa, FL 33610 Job Truss Truss Type City Ply T19170961 2177628 G68 Piggyback Base Truss 1 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 6.24u s Ueo ti 2u1B MI IeK Inaustnes, Inc. - Jan I, la:m:zz zuzu rage z IDx_XM9R7wTpfXUmKvVygLDI-g2kGdRyToo4G77u3VOb7SdyYiygUO8bBhFXLLpzuNMh NOTES- 10) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. Q wARNWD- verltydeslga p4mmefem and READ NOTES ON THIS AND INCLUDED 114I17KREFERANCEPAGENs,74mas. 16493t2015 BEFORE USE Oesign valid for use only with MBeIAD connectors. This design is based only upon parameters shown and Is for an Individual building component, not ��- a hum system. Before use, the building designer must verify the oppllcablllry of design parameters and properly Incorporate this doslgn Into the overall bullding design. Brccing Indicated is to prevent buckling of individual Muss web and/or chord members only. Additional temporary and permanent bracing MiTek- IsalwaysrequiredfarstablllNandtopreventcollapsewithpossiblepersonalinjuryantlpropertydamage, For general guidance regarding the 69N IEast Blvd. fobrication storage, delivery, erection and bracing of trusses and hum systems. seeANSVIPIT CuolM CMoM, DS549 and BCSI aulding Comport"t Tampa, FL 33610 Safety Nformationovailable from Tmv Plate Ins11Me. 218 N. Lee Sheet, Suite 312. Alexanddo. VA 22314, Job Truss Truss Type city Ply T79170962 2177628 H3 DIAGONAL HIP GIRDER 1 1 Job Reference o tional Builders FirstSoume (Plant City, FL), Plant City, FL- 33567, 8.240 s uec 6 2019 MI I eK Industries, Inc. rn uan_ 2 Scale-1:14.2 3x6 II 2x4 II LOADING (psi) TCLL 20.0 TOOL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC2017/TP12014 CSI. TC 0.85 BC 0.18 W B 0.00 Matrix-R DEFL. in Vert(LL) 0.01 Vert(CT) .0.00 Horz(CT) 0.00 (hoc) Well Ud 1 n/r 120 1 all 120 4 WE r1/a PLATES GRIP MT20 244/190 Weight: 151b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP ND.2 TOP CHORD Structural wood sheathing directly applied or 2-6-5 oc pudins, BOT CHORD 2x4 SP ND.2 P except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. REACTIONS. (lb/size) 5=242/2-6-5, 4=33/2-6-5 Max Hom 5=159(LC 9) - Max Uplift 5=-269(LC 12), 4=-70(LC 9) - Max Gmv 5=242(LC 1).4=62(LC 10) FORCES. (II -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-2111784 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsh h=25ft; B=45ft; L=24ft; eave=2tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3)-1-10-10 to 1.1-6, Exterior(2) 1-1-6 to 2-4-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live leads. 7) ' 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. 8) Lumber designated with a'P' Is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Berate or other suitable treatment may be used if it does not corrode the plates. If ACO, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G165 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verily suitability of this product for its intended use. 9) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 269 lb uplift at joint 5 and 70 lb uplift at joint 4. Joaquin Velez PE No.66182 MRek USA, Inc. FL Cart 6034 6904 Parke East Blvd. Tampa FL 33610 Date: January 20,2020 ,&WARNING•VeNrydaslgnpemmefemerd READ NOTES ON THIS ANDINCLUDEDMR'EKREFERANCEPAGEMIF74Tamx. 111131 BEFORE USE. Design valid for use only with Mli connectors. This design Is based only upon parameters shown, and Is for an IndNldual building component, not ��- a lnss system. Before use, the bufldin designer must verity Me applicability of deal parameters and properly Incorporate this design Into the overoll bulking design. Bracing Indicated is to buckling of Individual hers web and/or chord members only. Ad Itional temporary and permanent bracing MjTek* prevent Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding Me 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses antl truss systems, WeANSIfn p��lBtlyy Cell D3549 and BCSI 6WdMD Component Tempe, R. 33610 Safety Infoanatbnavollabie from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Job Truss Truss Type Oty Ply ' T19170963 2177628 H7 DIAGONAL HIP GIRDER 6 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL-33567, 6.C41J s UEC b 2Ula MI IeK mouslnes, no. rn Jan 1.5x8^STP = Scale=1:23.0 LOADING (psf) SPACING- 2-0-0 CS]. DEFL in (too) Weil Ltd PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.62, Ve t(LL) -0.05 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.10 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.40 Hoa(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-S Weight: 43111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-7-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=150/Mechanical, 2=43a/0-8-0, 6=253/Mechanical Max Horz 2=278(LC 8) Max Uplift 4=-181(LC 8), 2=-421(LC 8), 6— 104(LC 8) Max Gray 4=150(LC 1), 2=438(LC 1), 6=268(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-673/289 BOT CHORD 2-7=437/616, 6-7=437/616 WEBS 3-7=0/271, 3-6=-644/457 NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psY BCDL=6.Opsf; h=25ft; B=45f0 L=24ft; eave=4ft; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate gap DOL=1.60 2) na 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcurent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 181 lb uplift at joint 4, 421 Ito uplift at joint 2 and 1041b uplift at joint 6. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 101 he up at 1-5-12, 101 lb up at 1-5-12, 561b up at 4-3-11, 561b up at 4-3-11, and 331b dawn and 153 lb up at 7-1-10, and 33 Ile down and 153 lb up at. 7-1-10 on top chord, and at 1-5-12, at 1-5-12, at 4.9-11, at 4-3-11, and 341b down at 7-1-10, and 341b down at 7-1-10 on bottom (hard. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (9). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=-54, 2-5= 20 Concentrated Loads (Ib) Vert: 8=85(F=43, B=43) 9=-66(F=-33, B=33) 11=-34(F=-17, B=-17) Joaquin Velaz PE No.68182 Ii USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Cate: January 20,2020 Q WARN/NO- Nifty CeslgnparametersenE READ NOTES ON TNISANO INCLUDED MR KREFERANCEPAGE MIF74n-- 149.31V2015 BEFORE USE. Design volld for use only with Mi connectors. This design Is based only upon parameters shown. and Is for on Individual building component, not a truss system. Before use, me building designer must verity the oppllcabllM/ of design parameters and properly Incorporate this design Into the overall bullding all Bidding Indicated is to buckling Individual truss web and/or chord members onlyy. Additional temporary and permanent bra ing MiTek' prevent of Is always required for stability and to prevent collapse with possible personal Injury and property damage. Forgenemiguidonceregardingihe fabrication. storage, delivery, erection and bracing of trusses and bs buss systemsaeANSVrP11 Quality Caustic. DS849 and BC81 Building Companedt scty, usformetbswailoble hom ➢uss Plate Institute. 216 N. fee Street Suite 312, Alexandriaa, bVA 22314. Parket Blvd. e East Easa Ba04 Park Tam t0 P Job Truss Truss Type Gly Ply T19170964 2177628 H7P Diagonal Hip Girder 1 1 Job Reference (optional) Builders FlrstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Dec 6 2019 Mill ek Industries, Inc. Fri Jan 1718:01:24 2020 Page 1 ID:l7ej?9y%NkmTHOGKb3%beAzvjgr- Rr1274KOK_E02RcRdTV21SlmeKsDIU3ZOSGizuNMf -1-10.10 5-1.3 9-9-51-10.10 5-1-3 4-8-1 Scale-1:23.5 2x4 II 4 5 exo - NAILED NAILED NAILED"� LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.09 7-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) 0.07 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.26 Horz(CT) -0.01 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 47 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied orb-0-0 oc pudins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-8 oc bracing. REACTIONS. (Ib/size) 7=443/Mechanical, 2=459/0-4-14 Max Hoa 2=275(LC 24) Max Uplift 7=-568(LC 8), 2=-609(LC 8) Max Gmv 7=443(LC 1), 2=51 O(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOPCHORD 2.3=-720/642 BOTCHORD 2-8=-751/571, 7-8=-751/571 WEBS 3-8=-268/269, 3-7=-589/770 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; save=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 nonconcurent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 568lb uplift at joint 7 and 6091b uplift at joint 2. 6) 'NAILED' Indicates 3-10d (0.148'x3') or2-12d (0.148'x3.25') toe -nails per NOS guidlines. 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+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 4-5=-14, 2-6=-20 Concentrated Loads (lb) Vert: 9=56(F=28, B=28) 14=-148(F=-74, B=-74) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cod 6824 6904 Parka East Blvd. Tampa FL 33610 Date: January 20,2020 Q WARNING -Verity deslgnperrs..Ursend READ NOTES ON THISANG INCLUDED MITEKREFERANCEPAGEMO.7479 mv. 101310156EFORE USE Design valid for use only wiM MBek®connectors. finis tlesign Is based only upon parameters shown. antl Is for an IndNlducl building component, not o truss system. Before use, the bulltling tlesl9ner must verlry the applicablliry of design parameters and properly Incorporate mis designInm me overall bulltling design.&aaing lndlcmtod is to prevent buckling of lndNldual truss web and/orchard members only. AdtllBonal temporaryantl permanent bracing to 1^1Ia1T IVI)IBk• k olw0y5 required for dobllity and to collop5e wlm possible personal mn antl property tlomoge. For general guidance regordin8 me 6904 Parke East BNtl. fabricotlon, storage. delNery. erection arate racing of trusses and truss syetem3 saaMSU ll DeaOy CrBeea. Dar.69 and SCSI Bursting Component Tempe, FL 33s10 Safety IDIOM lbmvoUable from Truss note Imimute, 218 N. Lee Sheet Suite 312, Alexandria, VA 22314. Job Truss Truss Type Ory Ply T19170965 2177628 K1 B Piggyback Base Truss 1 1 Job Reference o tional Builders HrstSoume (Plant City, FL), Flom coy, FL- 33bE], a.zau s uec o euia mi rex inuwmes, mc. rn %wt r x ia:or.co corn raye , ID:x_XMgR7v TpljX7_7mKvVygLdl.ZgmTp72s1 biTkCgksfxdT7DsZGdJyKnWtVZUa=NMd a3r-0 ) 1&aiS1l 1 2]1-0-0 21.993A 2)5A-fi10 342106 I I 39-0-7 ObE A3a911 )A-0 I i 4-0-0 2.1-7 2-8 OAB Scale. 1:80.9 x Sys 3x4 = 5x8 = 4 27 5 28 29 6 6.00 FIT 26 30 3x4 O 3x4 4 7 5x6 = 5x6 = 3x4 II 3 B ,0 Sx6 i a 113 z ,7 18 6xs ,6 n 25 3x6 US a 15 20 19 ,4 33A 1 4x10 MT20HS� 3.0012 � 3x4 sc 5x6 ,.SxB STP= h 2x4 11 7-2-0 11 24 2.73 1 Tx 0 4 Ix�—gxry Bx10 Bx 21.8.4 10b.11 1&1-J 21d 21110 32-0a 33-0-0 362-0 7.4 31 7 G380 4$44 1 1a5-01 1 BJ42 1.1a�e 5iS 4406 33-0 .9-) &1�169 O70 Plate Offsets(XY)-- r1.14-11 Edgel f1.0-6-11 Edael T2:0-3-00-3-41 14.0-3-80-2-41 t6:0-6-00-2-8119:03-00-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Vde9 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.95 Vert(LL) 0.62 18-20 >824 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.80 18-20 >642 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES W B 0.99 Hom(CT) 0.54 24 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 294 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 24,1-2: 2x4 SP M31 BOTCHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at rl 6-16, 10-24, 9-11 17-19,1-19: 2x4 SP M 31 JOINTS 1 Brace at JI(s): 12 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 1=158610-8-0,24=1586/0-3-8 Max Horz 1=634(LC 11) Max Uplift 1=-887(LC 12), 24=-900(LC 12) FORCES. (Ib) - Max. CompJMax Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-5274/3684, 2-3=-4967/3429, 3.4=-383B/2B30, 4-5=-3207/2570, 5-6=-2481/1974, 6-7=-2006/1515,7-8=-1625/1206, 8-9=-994/829,11.24— 1586/1094, 9-10=-235/270 BOT CHORD 1-20=-3893/4893, 18-20= 3421/4327, 17-18=-254B/3235, 16-17=-1973/2546, 14-16=-1392/1793,13-14=-1188/1488,12-13=-881/1090,11-12= 3B7/466 WEBS 2-20=256/471, 3.20=-202/593, 3-18=-870755, 4-17=425/677, 5-17=-828/1113, 5-16=-1037/935, 6-16=-948/1257, 7-13=-749/640, 8-13=-612/832, 8-12=-1565/1186, 9-12=-1098/1611,9-11=-1609/1246,6-14=-393/347,7-14=324/533, 4-18=-438f737 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=4.2psh BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-4-0 to 3-4-0, Interior(1) 34-0 to 21-0-0, Exlerior(2) 21-0-0 to 24-0-0, Intedor(1) 24-0-0 to 32-0-0, Extedor(2) 32-0-0 to 35-0-0, Interior(1) 35-0.0 to 41-9-8, Exterior(2) 41-9-8 to 43-2-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 7) Bearing at joint(s) 1, 24 considers parallel to grain value using ANSVTP1 1 angle to grain formula. Building designer should verify capacity of bearing surface. Joaquin Velez PE No.68182 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 887lb uplift at joint 1 and 9001b uplift at MTek USA, Inc. FL Cad B634 joint 24. 6904 Perko East Blvd. Tampa FL 37610 Dato: January 20,2020 ,&WARNING-Mrdydes/snpardme(enend READNOTES ON THIS AND INCLUDED MITEKREFFAANCEVAGEMIP7473 rev. IST32016DEFOREUSE Design valid for use only with MffekD connectors. This design Is based only upon parameters shown, and Is for on IndlvIdual bullding component. not �� a truss system. Before use, Me bullOing designer must verity the appllcablllN of design parameters and properly Incorporcte Mls design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Adair temporary and permanent bracing MiTek' Is always required for Moblley and to prevent collapse wan possible personal lnlury and property damage. For general gUdonce regarding the 69" Parke East Blvd. fabrication, storage, delivery, erectlon and bracing of trusses and truss systems meANSI7rPIt Quality Creech, D5549 and SCSI Building Compenont Tempe, FL 33610 Safety Informallsic tillable from Thus Rate Institute. 218 N. We Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Ofy Ply T19170966 2177628 K2B Special Truss 1 1 Jab Referencea lional amruers nrstaaume trlam ury,'Lt. riaM Illy , .......... a.L9u s wee o zuro ml I erc mausmes. Inc. rn Jan l l imu1:L/ Zuzu 7x10 = 3X6 = 5.6 = 6.00 FIT 8 y P.4 II 20 28 30 10 5x6 2x4 II 21 20 18 Jul 18 17 - 16 35 2x4 II 6x8 = 2x4 11 3x6 - 3.8 = Scale-1:81.7 36 1s 14 5x8 = 3x6 II LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1,25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress that YES BCDL 10.0 Code FBC2017/TP12014 CSI. TC 0.79 BC 0.78 WB 0.95 Matrix-S DEFL. In (loc) Well Ud Ve in0.40 21 >999 240 Vert(CT)-0.4722-23 >999 180 Horz(CT) 0.27 14 n/a n1a PLATES GRIP MT20 244/190 Weight: 394 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3.3.15 oc puffins, 6-8: 2x6 SP No.2, 1-6: 2x6 SP M 26 except end verticals. Except: BOT CHORD 2x4 SP No.2 *Except* 6-0-0 oc bracing: 1-5 5-22: 2x6 SP M 26 BOT CHORD Rigid calling directly applied or5-0-10 oc bracing. Except: WEBS 2x4 SP No.3 *Except* 6-0-0 ad bracing: 20-22 1-3,9-19,9-16,13-14,2-3: 2x4 SP No.2 WEBS 1 Row at midpt 6-22, 8-19, 9-19, 9-16, 11-15, 13-14, 8-22 OTHERS 2x6 SP M 26 LBR SCAB 1-6 Pas SP M 26 both sides REACTIONS. (lb/size) 1=1855/0-5-8, 14=1603/Mechanical Max Hom 1=590(LC 11) Max Uplift 1=-1095(LC 12). 14=-908(LC 12) Max Gray 1=1858(LC 17), 14=1653(LC 19) FORCES, (II - Max, Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 1-3=-1321/965, 3-4=-2789/2022, 1-2=-656/336, 2-5=-2080/2334, 4-5=-1642/1075, 4-0=-3936/2469,6-7=-2797/1842,7-8=-2737/2000,8-9- 1925/1494,9-10=-1335/1181, 10-11=-1488/1233,11.12=-776/729,12-13=-893/747,13-14=-1622/1171 BOT CHORD 5-23=-2776/3887, 22-23=-2776/3887, 18-19- 1354/1994, 16-18=-1354/1994, 15-16=-860/1168, 7-22=-216/344 WEBS 6-23=-7/398, 6-22=-1466/1071, 8-19=-681/671, 9-18=0/418, 9-16=-996/620, 10-16=-209/415,11-16=-301/635,11-15=-13471923,13-15=-962/1421, 8-22=-1328/1743, 19-22=-1358/2076,2-3=-2109/2946 NOTES- 1) Attached 10-6-13 scab 1 to 6, both face(s) 2x6 SP M 26 with 2 row(s) of 10d (0.131'x3°) nails spaced 9° o.c.except : starting at 0-1-15 from end atjoint 1, nail 2 row(s) at 7' o.c. for4-6-7. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25R; B=451C L=24tt; save=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-1-12 to 3-3-12, Interior(i) 0-1-12 to 19-0-0, Extedar(2) 19-0-0 to 22-0-0, Inteffor(1) 22-M to 34-0-0, Exterior(2) 34-0-0 to 37-1-7, Interior(1) 37-1-7 to 39-9-8. Exterior(2) 39-9-8 to 42-9.8, Interior(1) 42-9-8 to 43-24 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water pending. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf 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, with BCDL=10.Opsf. 7) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 8) Refer to girder(s) for truss to truss connections. 9) Bearing at )oint(s) 1 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify Joaquin Velez PE No.68162 li USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 20,2020 Q WARNING. Ver/lydes/9nparamefere and READNOTES ON THISAND INCLUDED MZEKREFERANCEPAGEMIP74M mv. I&TIL1aI5BEFOREUSE. Design valid for use only with MOekO connecfon. IDls design Is based only upon parometers shown, antl Is for on IndMdupl building component not a buss system. Before use, the bunding designer must verity the applicability of design parameters and propeay Incorporate this design Into the overall building design. Bracing Indicated Isle prevent buckling of indMduol truss web antl/or chord members only, Additional temporary antl permanent bracingIs "OlEast always required for stability antl to prevent collapse with possible personal Injury and propene damage, For general guldonce regarding Me fabrication storage, delivery, erection antl bracing of trusses antl truss systems. seeANSUIPII Quality Cleaed. DSB49 and SCSI Building Component Safety mformationavoiiobie from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. BNtl. Tampa. FL 33610 Jab Thus Truss Type OtY Ply T19170966 2177628 K2B Special Truss 1 1 Job Reference o tianal Builders FirslSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Dec 6 2019 MTek Industries, Inc. Fill Jan 17 18:01:27 2020 Page 2 ID:x_XMgR7vsTpljX7_7z KvVygLdl-1OX9g9DbdLjZ5um01ZAA9gfOFmj2PLwlWE611 zuNMc NOTES- 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10951b uplift at joint 1 and 908 lb uplift at joint 14. 11) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. ,&WARNING-VeNfydeslgn Parameferaend REAONOTES ON THIS AND/NCLUOEOMREKNEFERANCE PAGE MM174=mro IBVJQVI5 BEFORE USE Design valid for use only with MBek® connectors. Ihls 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 desgn Into the overall building design, Bracing Indicated is to prevent buc;dhg of Individual noss web andfor chord members only.Additional temporary and bracing M1Te1( permanent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delNery, election and bracing of trusses and truss systems WeAN9/rpll CualMy Cmnkr, DSB49 and SCSI Building Component 69N PaU East BNtl. Safety mfonnatbnovalloble from Truss Plate Institute. 218 N. Lee Street. Suite 31Z Alexandria, VA 22314. Tampa. FL 33610 Jab Truss Truss Type Cry Ply T19170967 2177628 K3B Special Truss 7 1 Job Reference o lional eu,mme nmrawme lnanr'ny, r•y, nanr Iny, rL.- 4aao r, d.Z4U S UCC e2Ule MI I eK mammas, Inc. Inn Jan 1718:131:211 ZU2U Page 1 ID:x_XMgR7nTpljX7 7mKvVygLdl-zPbv5gls9yzHKCwPP_DeF5ingnGyWl1 DCgjD5vzuNMa 2-5-8 62.8 9-]-0 14-0-0 17-0.0 24-0-15 31-3-10 3B-&1 43-40 2-5-8 2.9.0 44-12 4-4-12 8U0.0 7-0.15 7-2-11 7.4.7 4-7-15 Scale=1:76.7 • 5x8 = 3.4 = 5x8 = 5x8 = r 8 26 7 8 27 28 8 29 I 1¢ 24 23 CO Sx8 = 5x8 = 17 16 15 33 14 13 SQ 12 11 6x8 = 5x8 Sz8 = 6x8 = &B = 3x6 = 3x6 = Sara II 2x4 11 3x4 = 2-5-8 16.0.0 240.15 330 43.4.0 9-S R Plate Offsets (X Y).- [6:0-3-0 0.2.01 [8:0-3-0 0-3-41 [9.0-6-0 0-2-81 rl6:0-0-0 0-1-81 [18.0-2-12 0-3-01 [20.0,3-8 0-2-8] [21.0-5.12 0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in goal I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(L-) 0.42 17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) .0.57 18-19 >914 180 BCLL 0.0 Rep Stress Incr YES WE 1.00 Horz(CT) 0.20 11 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight: 312 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except' 18-21: 2x4 SP No.1 BOT CHORD WEBS 2x4 SP No.3 *Except- 7-18,8-15,9-13: 2x4 SP No.2 WEBS REACTIONS. (lb/size) 24=1612/0-5-8, 11=1599/Mechanical Max Hom 24=225(LC 12) Max Uplift 24=-862(LC 12), 11=-917(LC 12) Max Grav 24=1612(LC 1), 11=1615(LC 19) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-24=-1595/1101, 1-2=-1817/1233, 2-3=-4252/2713, 3-4=-3621/2257, 4-5- 3676/2426 Structural wood sheathing directly applied or 2-8-9 oc puffins, except end verticals. Rigid ceiling directly applied or 3-6-15 oc bracing. Except: 10-0-0 oc bracing: 21-23, 16-18 1 Row at midpt 7-18, 7-15, 8-13, 9-13, 9-12, 10-11, 15-18 5-6=-2572/1805,6-7=-2258/1666,7-8=-2059/1536,8-9=1692/1276, 9-10=-954/691, 10-11=1592/1152 BOT CHORD 20-21=-1543/2046, 19-2D=-3015/4470, 18-19=-1752/2624, 13-15=-1110/1740, 12-13=-510/811, 2-21=-1366/909, 6-16=-494/907 WEBS 1-21- 1608/2367.2-20=-1586/2623. 3-19- 1240/893,4-19=-295/345,5.19=-729/1163, 7-18=-188/268, 7.15=-572/573, 8-15=-386/585, B-13=-873/767, 9-13=-899/1402, 9-12=935/776,10.12=-064/1382,5-18=716/597,3-20=-1335/683, 15.1B=-1306/2014 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ni TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45tt; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 17-0-0, Exteriog2) 17-0-0 to 20-0-0, Intedor(1) 20-M to 38-8-1, Exterior(2) 38-8-1 to 41-8-1, Interior(1) 41-8-1 to 43-2-4 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 psi bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-&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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 862 Ib uplift at joint 24 and 917 Ito uplift at joint 11. Joaquin Velez PE No.88182 MTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: January 20,2020 Q WARNING- Ved/ydesrynperemetefaand READNOTESON THIS AND INCLUDED MrrEKREFERANCE PAGEMI474Tamx.. fee340159EFOREUSE. Design valid for use only with MBekO connectors. This design Is based Only upon parameters mown, and Is for an Individual building component not ��- a hum system. Before use, the bulding 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 lndMdual hum web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stablify and to prevent collapse with possible personal Injury and property damage, For general guidance regarding me fobilcatlon, storage, delivery, erection and bracing of trusses and huss systems, SeeANSVTP11 Quality Criteria. DSBaP and SCSI Building Component Safety mformoBanavarable from Tnm Plate Institute, 218 N. Lee Street Suite 312 Alexandria, VA 22314. 6904 Parke East 8W. Tampa, FL 33610 Job Truss Truss Type ay Ply Ti 2177628 K4B Special Truss 1 1 Job Reference o tional Builders FlrslSource (Plant City, FL), Plam lily, PL-33ba/, 024U s uea a Lm a MI I erc mausmes, mc. rn Jan v , o.0 i au Guca Faye 1 a 5x8 = 20 11 6.00 12 5 6 29 3zB = 5x6 = 7 B 30 Scale - 1:76.3 30 = 5x6 = 9 31 10 5x6 C 26 25 US = 3x4 = 19 18 17 '" "` '" "" "' "" 13 12 axis = 3x4 II 6x8 = 3x4 = US = 3.4 = 5xS = 4x6 II 2x4 II 7x10 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL in "oc) Udefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Ven(LL) 0.S4 19 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.44 13.14 >999 180 BCLL 0.0 ' Rep Stress Incf YES W B 0.86 Horz(CT) 0.21 12 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S LUMBER- BRACING- TOPCHORD 2x4 SP No.2 'Except* TOPCHORD 4-5: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 *Except* 11-12:2x4 SP No.2 WEBS REACTIONS. (lb/size) 26=1608/0-5-8, 12=1597/lvlechanical Max Horz 26=498(LC 11) Max Uplift 26=-884(LC 12), 12=-899(LC 12) FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-26=-1585/1252, 1-2=1130/928, 2-3=-1171/962, 3-4=-3556/2505, 4-5=-2872/1940, 5-6=-2471/1848,6.7=.2467/1846,7-8=2217/1635,8-9_ 1820/1372,9-10=-657/602, 10-11=-754/625,11-12- 1616/1122 BOT CHORD 16-17=-1766/2345, 14-16=-1599/2159, 13-14=-1138/1499, 22.23=-2135/2510, 21-22=-2927/3736, 20-21=-1929/2476 WEBS 1-23=-1427/1847, 4-22_ 1144/892, 4-21=-1262/1023, 5-21=-325/625, 5-20=204/491, 7.20= 294/344, 8-16=-171/314, 8-14=-722/622, 9-14=-513/983, 9-13=-1494/1091, 11.13=-978/1455,23-26=-513/402,7-17=-393/406,17-20=-171612201, 3-23=-1838/1200, 3-22_ 1105/1742 PLATES GRIP MT20 244/190 Weight: 3231b FT=20% Structural wood sheathing directly applied or 2-11-1 oc purilns, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 10-0-0 oc bracing: 23-25, 18-20 1 Row at micipt 4-21. 7-16, 8-14. 9-13, 11-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5f ; Cat. IC Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Intedor(l) 3-1-12 to 15-0-0, Exterior(2) 15-0-0 to 18-0-0, Interiol(1) 16-0-0 to 40-8-1, Exterior(2) 40-8-1 to 43-2-4 zone; cantilever left and right exposed ; end vertical 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcunent 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 Not crushing capacity of 565 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 884 lb uplift at joint 26 and 699lb uplift at joint 12. ... Joaquin Velez PE No.68182 MTok USA, Inc. FL Cod 0634 6904 Parke East Blvd. Tampa FL 33610 Date: January 20,2020 Q WARNING -Vedty desl9n pammefem and READ NOTES ON TNISAND MCLUDEDMREKREFERANCE PAGEMX74M rev. 1011142015BEFOREDSE. Design valid for use any with MriekS connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a hum system. Before use, the building designer must verify the applicability of design parameters and propetly Incorporate this design Into the overall bustling design. Bracing indicated 6 to prevent bucking of Individual truss web and/or chord members only. Additional temporary and permanent brat Mffek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me 6904 PeAe East Blvd. fabdcollon, storage, delivery, erection and bracing of trusses and hum systems, seeANSVIPII Gu01ky CRoao, DSB49 and 6CSI LWIding Component Tampa, FL 33610 SOby mlormatbrravallable ham Truss Plata Insktufe, 218 N. Lae Sheet, Suite 312. Alexandria, VA 22314. Job Truss Truss Typo Cry Ply T79170969 2177628 K5B Special Truss 1 1 Job Reference (optional) Isomers virsrsource trram surly. I-L), riam ury, r�-aaa.q a.zau a vac . lure IvI. en 8xIO = 2x4 II 6.00 F12 5x8 = 1.1 4x6 = 5x6 = 5x6 = 628 7 8 29 Scale=1:76.6 3x4 II 5x8 - See = 9 30 10 11 25 24 " 5xB = 3x4 = 18 17 16 "' 14 "` 13 "" 12 6x8 = 3x4 = 5x8 = 4x6 = 3x4 = 2x4 II 6.8 = 2.5.8 16-0-0 23-0.12 29-7-12 3fi-2azn-13 43.4-0z1.9 i I I I a-o-n F I Plate Offsets (X Y)-- 15:0-3-00-2-0I [7.0-3-00-3-01 18:0-3-00-3-01 [10:0-3-00-2-01 [16:0-4.0 0-1-8] [17:0-0-00-1-81 119:0-5.12 Edge], [22:0-3-8.0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.90 Vert(LL) 0.38 18 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.46 18 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.92 Horz(CT) 0.20 12 n1a Was BCDL 10.0 Code FBC2017/TPI2014 Matrix-5 Weight: 314 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 25=1597/0-5-8, 12=1602IMechanical Max Hom 25=457(LC 11) Max Uplift 25=-880(LC 12), 12- 980(LC 9) Max Gmv 25=1597(LC 21), 12=1641(LC 17) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 lb) or less except when shown. TOP CHORD 1-25=-1564/1265, 1-2=846/738, 2-3- 875/759, 3-4=-3087/2207, 4-5=-3566/2619, 5-6=-2679/1979,6.7= 2900/2103,7-8=-2614/1831,8-9= 2253/1617,10-11=-269/260, 11-12=-334/275 BOT CHORD 21.22- 193212128, 20-21=-2121/2600, 19-20=-2288/2907, 16.17=-120/253, 14-16=-1696/2321,13-14=-1082/1496,12-13_ 1082/1496r6-19=-39/300 WEBS 1-22=-1316/1692, 4-21=-1770/1406, 5-21=830/1015, 5-20=-362/685, 6-20=-634/411, 7-16=-602/664, 8-16=-395/500, 8-14=-706/666, 9-14=-845/1187, 9-13=0/331, 9-12=-2010/1331,10-12=-409/562,22-25=-434/450,3-22=-1799/1253, 3-21=-929/1503, 7-19=403/415,16-19=-1881/2405 Structural wood sheathing directly applied or 2-104 oc puffins, except and verticals. Rigid ceiling directly applied or3-9-14 oc bracing. Except: 10-0-0 oc bracing: 22-24, 17-19 1 Row at midpt 9-14. 9-12, 16-19 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=4.2psh BCDL=6.Opsf; h=25ft; B=45ft; L=24R; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 13-0-0, Extedor(2) 13-0-0 to 16.0-0, Intefior(1) 16-" to 42-8-1. Exterior(2) 42-8-1 to 43-24 zone; cantilever left and fight exposed; end vertical left and fight exposed;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 pat bottom chord live load nonconcunent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf an the bottom chord In all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Refer to girders) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 880 lb uplift at joint 25 and 980 to uplift at joint 12. Joaquin Velez PE No.66182 MTek USA, Inc. FL Carl 6634 6904 Parka East Blvd. Tampa FL 33610 Date: January 20,2020 QWARNING- Vedrydeslgnpmemehrsead BEAD NOTES ON MIS AND INCLUDED MREKBEFERANCE PAGE 111674"M.. faterseM BEFORE USE. Design valid for use only with MOek9 connectors, Eris design 0 based only upon parameters shown. and b for an Individual building component. not a truss system. Before use, the bulltling designer mustverlfy the applicalplty of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent bucking of Individual truss web and/or chord members only, Additional temporary and permanent bracing WOW Is always required for stoblllN and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd.fabricotlon, storage, delivery, erection and bracing of trusses and truss systems. seeANSVTPII GuoIM Criteria, D5349 and SCSI Building Component Tampa, FL 33610 Safely hdormafbrsavolloble from Truss Plate 1n litute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Job Truss Truss Type my Ply T19170970 2177628 K6T Special Truss 1 1 Job Reference (optional) Builders Flrst5ource (Plant City, FL), Plant Ully, rL- aaabl, 6.L4VSVVV O[V,J Iv,1,Cn 5x6 = 46 = 5x6 = 4x6 = 5x6 = 3x4 = 5x6 = Scala = 1:75.0 4x6 = 2x4 11 Ib 23 22 41 4.6 = 3x4 = 16 is 14 1O 10 6x8 =2x4 II 3x4 It 5xB = 4x6 = 3x4 = 4x6 = 6x8 = 5.8 _ 5x12 = 16.0.0 29-1-8 i aia p.M1n 11.LR I 4 6r110 3i01-8 43r4-0 M1.8 8�.8 Plate Offsets (X Y)- 13.0-3-0 0-3-01 15:0-3-0 0-3-01 f7.03-0 0-3-Oil 114.0-2-8 0-2-0] r17:0-6-8 Edeel 120:0-2-D 0-0-41 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.42 16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.5212-14 >999 ISO BCLL 0.0 ' Rep Stress [nor YES WB 0.67 Hom(CT) 0.19 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 286 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 'Except* 17-20: 2x4 SP M 31 BOT CHORD WEBS 2x4 SP No.3 *Except* 14-17: 2x4 SP No.2 WEBS REACTIONS. (lb/size) 23=160810-5-8, 10=1597/Mechanical Max Hoe 23=388(LC 11) Max Uplift 23>975(LC 8), 10=-982(LC 9) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-23- 1538/1200, 1.2= 703/644, 2-3=1366/1042, 3-4=-3312/2219, 4-5- 3573/2434, 5-6=-3119/2033,6-7=-2714/1802,7-8- 1698/1192 BOT CHORD 19-20=856/946, 18-19=-2050/2552, 17-18=-2639/3597, 14-15=-157/301, 12-14=-2156/3007,11-12=-1688/2332,10-11=-780/971,2-20=1601/1134 WEBS 2-19=-831/1487,3-19=-1640/1233, 3-18=-581/1050,4-18=-598/570, 5.17=513/575, 5-14=578/558, 14.17=-2101/2879, 6-12=-552/488, 7.12= 3957720, 7-11=-11931915, 8-11=-797/1371,8-10=-1762/1264, 20-23=-503/487,1-20- 1258/1668 Structural wood sheathing directly applied or 2-8-1 oc puffins, except end verticals. Rigid ceiling directly applied or 3-11-15 oc bracing. Except: 10-0-0 oc bracing: 20-22, 15-17 1 Row at midpt 1-23, 3-19, 14-17, 7-11, 8-10 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45f : L=24ff; eave=5ft; Cat. II; Exp C; Encl., GCpI=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 43-2-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psi 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 975 lb uplift at Joint 23 and 982 lb uplift at Joint 10. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Data: January 20,2020 AWARNING-Vex/tydesrimparemefersandREADNOTESONMISANDINCLUDEDMREKNEPENANCEPAGEMLL) V..16NY1p15BUOREUSE. Design valid for use only with MnekaD connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component, not �r ` a hum system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall Bracing Indicated is buckling Individual muss Additional temporary and bracing MiTek' building design. to prevent of web and/or chord members any. permanent Is always required for stcbllBy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me 69M Parke East Blvd.Sobry fabrication. storage, dolNery, eroction and bracing of humes and buss systems. 3eeAN5VIPll Quo @v Cill DS049 antl BC61 Building Component Tampa, FL W610 Nlonna6opT'ollable from Truss Plate Institute. 216 N. We Sheep Suite 312, Nexandrla. VA 22914. Job s Truss Type Oty Ply T79170971 2177628 TK7T Special Truss 1 1 Job Reference o tional duil0ers-ususource (Plant udty, FL), rem ury, rL- aaaor, 5x6 = 5x6 = 5x6 = Scale - 1:75.0 4x6 = 5xB = 2.4 11 6x8 = 30 11 1; 20 19 1s 502 = 14 13 12 11 10 9 6x8 =2x4 11 46 11 6,8 = 5x8 = 2x4 II &B = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2.0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.82 BC 0.93 WB 0.87 Matrix-S DEFL. in (too) Udell Vd Vert(LL) 0.69 14 >749 240 Vert(CT) -0.83 15-16 >624 180 Horz(CT) 0.25 9 File We PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 265 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, BOT CHORD 2x4 SP No.2'Except' except end verticals. 15-17: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oo bracing. Except: WEBS 2x4 SP No.3 *Except* 10-0-0 oc bracing: 17-19, 13-15 2-16,4-16,12-15: 2x4 SP No.2 WEBS 1 Row at midpt 2-16, 4-16, 12-15, 7-11, 7-9 REACTIONS. (Ib/size) 20=1608/0-5.8, 9=1597/Mechanical Max Hom 20=-31 B(LC 10) Max Uplift 20=-967(LC 8), 9=974(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-1563/1158, 1-2=-86Of744, 2-3=3320/2284, 3-4= 3320/2284, 4-5=-4580/3063, 5-6=-3284/2185, 6-7=-3284/2185 BOT CHORD 2-17=-1504/1184, 16-17=-935/1073, 15-16=-325214644, 4-15=-30/375, 12-13=-199/335, 11-12= 2624/3813,.10-11=-1435/2044.9-10=-143512044 WEBS 17-20=385/458,1-17=-1296/1782,2-16=-1775/2717,3-16=-395/513, 4-16=-1474/1010,1 12-15= 2446/3511, 5-15=.673/674, 5-12=-411/467, 5-11=-643/445, 6-11=-346/386, 7-11=-996/1501, 7.10=0/288, 7-9=2445/1625 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCD1--4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 43-2-4 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 967 lb uplift at joint 20 and 974 lb uplift at joint 9. Joaquin Velez PE No.66182 MTek USA, Inc. FL Cad 0634 6904 Parka East Blvd. Tampa FL 33810 Date: January 20,2020 Q WARNING-Vedlydesl9nperemeteraend READNOTES ON TNLSANDINCLUDED MmEKREFERANCEPAGEM67473rev. 101e32015 BEFORE USE. Design valid for use only with MRek8 connectors. This cleslgn Is based only upon parameters shown, and b for an IndNldual building component, not a truss system. Before use, the building designer must verify the oppllcablllty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of IndNldual truss web and/or Chord members only. Addlllonol temporary and permanent bracing M!Tek' Is always real for stablllly and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parne East BNd. fabrlcaflon, storage, dellvery, erection and bracing of trusses and Buss systems. WeANSVrPII CuaTih Cril DSB-59 and BCSI 6Wdbp Component Tampa, FL 33610 Safety Informoborova0abie from Truss Plate Institute. 218 N. Lee Street. Suite 312. Nexondr o, VA 22314. Job Truss Truss Typo pty Ply T19170972 2177628 KBGR7 Special Truss 1 2 Job Reference (optional) builders FlrstSouras (Flant City, FL), Flant City, I-L- J3bbr, 6241.) 6 Lisp b 2e1If MI I eK Influence, Inc. rn dart 1 r 16:U1:Jr [uzu Scale =1:75.2 NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 4x6 = 3x4 = NAILED NAILED 5x8 =NAILED NAILED 3x8 = NAILED 5xB = NAILED 2x4 II NAILED Sx6 = NAILED 30 = NAILED 46 = 1 227 28 29 30 3 31 3233 34 4 35 36 6 37 38 639 40 4142 7 43 44 8 45 46 47 8 I; 26 25 424 3x4 = NAILED 2x4 II NAILED 3x4 = 18 17 55 16 5B 15 57 58 59 14 60 13 61 12 62 63 11 64 65 66 10 3x6 II 3x6 = NAILED NAILED NAILED 3xB II HTU26 4x5 = HTU26 5x8 = 5xe = 46 = HTU26 4x6 = HTU26 3x8 II 3x4 = NAILED HTU26 HTU26 HTU26 HTU26 HTU26 HTU26 HTU26 HTU26 HTU26 NAILED NAILED 2-5-8 4-SB 9.2-12 14-11 16.1 18.0-0 21-9-3 27-11 324.0 37-9.2p 43-4-0 o.ca a.rvr e.o.a a-o.a J ann o.n.n a.o-a cis-� cad u.F a-s.lb Plate Offsets (X,Y)-- [3:0-4-0,0-3-01 [5:0-3-8 0-3-O][7:0-3-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lop) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.22 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.21 14-15 >999 ISO BCLL 0.0 ' Rep Stress Incr NO WE 0.85 Horz(CT) .0.15 10 rda n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 536 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2'Except- 13-18: 24 SP M 26, 10-13:2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3'Except* 2-25: 2x4 SP No.2 REACTIONS. (lb/size) 26=1231/0-5-8, 10=1631/Mechanical, 16=3588/0-3-8 Max Hom 26=-247(LC 6) Max Uplift 26=-1017(LC 4), 10=-1242(LC 5), 16=-2445(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-26— 1193/1022, 1-2=-687/598, 2-3=-1434/1042, 34=698/589, 4-5=493/459, 5-6=2538/1850, 6-7=-2538/1850, 7-8= 2852/2050, 8-9=2123/1546, 9-10— 1540/1266 BOT CHORD 22-23=-878/955, 21-22=-1639/2183, 20-21=-1639/2183. 14-15=284/452. 12-14=-2138/2866,11.12=-1664/2123 WEBS 1-25=-1326/1495, 23-25— 1280/1225, 2-23_ 1266/1233,2-22=-474/687, 3-22=-849/828, 3-20=-1684/1342, 4-20=-816/1241, 17-19=-2103/1554,4-19=-2090/1564,4-15=-475736, 5-15=-1852/1545,5-14=-1780/2485,6-14=-562J653,7-14=-395/434, 7-12=-329/493, 8-12=-598/865,8-11=-1093/1151, 9-11=-1847/2471 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 cc bracing, Except: 6-0-0oc bracing: 19-20,16-17,15-16. NOTES- 1) 2-ply truss to be connected together with 10d (0.131 °x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 raw at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=fi.Opst h=25tt; B=45ft; L=24ft; eave=5tt; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water pending. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent 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 26 SYP No.2 crushing capacity of 565 psi, Joint 10 SYP No.2 crushing capacity of 565 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1017 lb uplift at joint 26, 1242 lb uplift at joint 10 and 2445 lb uplift at joint 16. 10) Use Simpson Strong -Tie HTU26 (20-10d Girder, 11.10dxl 112 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 174-12 from the Jett end to 41-4-12 to connect truss(es) to front face of bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 20,2020 0 WARN/NO • Verify designperemelemand READ NOTES ON TN/SAND WCLUDEDMREKREFERANCEPAGEM67473mi, I11012015BEFORE USE Design valid for use only with Mireks➢connectors. This design is based only upon parameters shown, and is for an lndlAdual bustling component not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into me overall building design, Bracing Indicated is to prevent buckling of Individual true web and/or chord members only, ACdIllonoi temporary and permanent bracing MiTek' b always requited for stoblllty, and to prevent collapse with possible, personal Injury and property damage. For general guidance regarding the fabrication. storage, dellvery, erection and bracing of trusses and truss systems, seeANS"ll DuCill DS6d9 and SCSI Building Component 6904 Parka East Blvd.. Safety 6dormatbrawollable from Truss Plate InstiMe, 218 N. We Street, Suite 312, Alexandria, VA 22aOh 14. Tampa, FL 33610 Job Truss Truss Type City Ply T19170972 2177628 KBGRT Special Truss 1 2 Job Reference (optional Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 a Dec 6 2019 MiTek Industnes, Inc. Fn Jan 171 e:01:372020 Page 2 ID:sLXMgR7v TpljX7_7z KvVygLdl-kxewna7tGPZBIQWMWZn48872POyKO24teNRzuNMS NOTES- 12) 'NAILED' Indicates 3-1Od (0.148'x3') or3-12d (0.148'x3.25') toe -nails per NDS guidlines. LOAD CASE(S) Standard 11 Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.9=-54, 24-26— 20, 19-23=-20, 10-18=-20 Concentrated Loads (Ito) ' Vert: 13=41(F) 3=-175(F) 21=-3(F) 5=-102(F) 27=-102(F) 28— 175(F) 29=-175(F) 30=-175(F) 31— 175(F) 33=-175(F) 34=-175(F) 35=-102(F) 36=-102(F) 37=-102(F) 38=-102(F) 39=-102(F) 40=-102(F) 42— 102(F) 43=-102(F) 44=-102(F) 45=-102(F) 46=102(F) 47=-102(F) 4B=41(F) 49=-3(F) 50— 3(F) 51=-3(F) 52=-3(F) 53=-3(F) 54=-3(F) 55=-41(F) 56=-41(F) 57=-41(F) 58=-41(F) 59=-41(F) 60=-41(F) 61=41(F) 62=-41(F) 63=-41(F) 64=-41(F) 65=-41(F) 66=-41(F) QWARNWG-Vedfydaelgnpammefenand READNOTES ON TN/SAND INCLUDED MR'EKREFERANCEPAGEWMMrex.. 1o=015BEFORE USE Dedgn valid for use onlywlth MRek® connecton. fib tlaslgn Is based 0Ny upon parameters mown. ontl b for an IntllWtluol bulltling component, naf �r ■■ a miss system. Before use. Me bW tling tleslgner must verity Me appllcablllry of design parameters ontl properly Incorporate this tleslgn Into Me overall bulltling tleslgn. BraclnB lntllcOtetl is to CUCWIng OI lntllvltlual tnus woo ontl/or chord members only. Additional temporary ontl permanent brocing MiTek' prevent b always required for sroblllry and to prevent collapse with possible personal Inlury ontl property tlamaBe. For general guidance regarding he fi904 Peke East BNtl. fabrlcatlan, stoiaBe. delivery, erection ontl bradnB of trusses ontl fiuss systems seeAN51/IPII Du CM rio GSB-M and JCBI kuldhp Gmpanmf Tampa, FL 33610 Set. Wtolmalbrpvallable hom Truss Plate Irut,Me, 218 N. Lee Sheet, Sulle 312, AlexantlAa VA 2231 A. Job - Truss Truss Type City Ply T19170973 2177628 PG2 Piggyback Truss 4 1 Job Reference a tional Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 a Dec 6 2019 MiTek Industries, Inc. Fn Jan 17 Scale = 1:20.2 46 = l4 N )6 6 3x4 = 2x4 II 3x4 = 12-0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TO 0.39 Vert(LL) 0.01 5 n/r 120 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(CT) 0.02 5 n/r 120 BCLL 0.0 ' Rep Stress Mar YES W B 0.09 Horz(CT) 0.00 4 n1a n/a BCDL 10.0 Code FBC2017fTP12014 Matdx-S Weight: 381b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=202/10-0-6, 4=202110-0-6, 6=402/10-0-6 Max Hoe 2=-1 WILD 10) Max Uplift 2=-174(LC 12), 4=-174(LC 12), 6=-173(LC 12) Max Grav 2=205(LC 21), 4=205(LC 22), 6=402(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown. WEBS 3-6=-253/302 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--4.2psY BCDL=6.Opsf; Ill B=45f1; L=24ft; eave=4tt; Cat. II; Exit C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-4-11 to 3-0-11, Intedor(1) 3-4-11 to 6-0-0, Exterior(2) 6-0-0 to 9-0-0, Interior(1) 9-0-0 to 11-7-5 zone; cantilever left and tight exposed; end vertical 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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 174 lb uplift at joint 2, 174 lb uplift at joint 4 and 173 lb uplift at joint 6. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: January 20,2020 O WARNING- Verity design Parameters end READ NOTES ON TN/SAND INCLUDED MmEK REFERANCEPAGEMIF74Mrev. feA'Y1015DEFOREUSE Design valid for use oNywlm Mnelkit connectors. This design Is based arty upon parameters shown, and Is for on Individual binding component. not a truss system. Before use, the building designer must verify me appllaabllity of design parameters and properly Incorporate Ins dedgn Into me overall building dieIgn. aroaing Indicated is to buckling individual truss web only. Adatlonal temporary and bracing sL A M(Tek prevent of and/or chord members permanent Is always required for stoblllty antl to prevent collapse with possible personal Injury and properly damage. For general guidance regarding me East Blvd. 6904 PerkEast fabrication. storage, delivery, erection and bracing of trusses and lass systems. meANSVrPII GualMy CMMa. DSa-69 and DCYI au6dina Component rk o Tam 9a, Safety lnfomratiorlovoilable from Truss Plate Institute, 218 N. Lee Street Suite 312, Mexandrb, VA 22314. Job Truss Type Oty PlyT79170974 2177628 TPMG2A Piggyback Truss 2 1 Job Reference (optional) Builders FirsiSource (Plant City, FL), Plant City, FL- 33567, 8.240 a Dec 62019 MITek Industries, Inc. Fit Jan 17 16:01:39 2020 Page 1 ID:x—XMgR7v Tplj%7_7mKvVy9Ldl-gKFiBF97oODs%khK740_eC9bjpgps3FhVO81SKzuNMO Scale =1:20.3 3x4 = 2.4 II 3x4 = 30 = 3x4 = 2x4 11 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip p DOL 1.25 Lumber COL 1.25 Rep Stress Incr YES Code FBC2017ITP12014 CSI. TC 0.31 BC 0.24 WE 0.05 Matrix-S DEFL in Veri0.01 Ven(CT) 0.01 Horz(CT) 0.00 (too) Vdefl Ud 7 n/r 120 7 n/r 120 6 n/a Na PLATES GRIP MIT20 244/190 Weight: 361b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=276/10-0-6, 6=276/10-06, 8=255/10-0-6 Max Hom 2=74(LC 11) Max Uplift 2=234(LC 12), 6=-234(LC 12), 8=-89(LC 9) Max Grav 2=276(LC 1), 6=276(LC 1), 8=266(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 293/425, 3-4=-247/445, 4-5=-247/445, 56=-293/424 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=4.2psh BCDL=6.Opsf; h=25ft B=45f ; L=24ft; eave=40; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-4-11 to 3-4-11, Interior(1) 3-4-11 to 4-6-0, Extedor(2) 46-0 to 11-7-5 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip D0L--1.60 3) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psi 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 all by 266 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 234 lb uplift at Joint 2, 234lb uplift at joint 6 and 89 lb uplift at joint 8. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: January 20,2020 Q WARAIll Vertlydeslgnpammeteraand READNOTES ON TN/SANDINCLUDED MMEKIEFERANCEPAGEMG747arev. 1ha11015BEFORE USE. Design valid for use only with Mflekp cannectars. This design Is based only upon parameters shown, and IS for an Individual bullding component, not a truss system. Before use, the building designer must verify me applicability of design parameters and properly Incorporate this design Into the overall hulloing design. Bracing Indicated is to bucWing of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTOW prevent Is olwoys required for stablity, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me 69M Parke East Blvd. fabrication, storage. delivery, erection and bracing of hums and truss systems, sseANSVrPII Quality CMndo, DS049 and FIGS! building Component Tampa, FL 33610 Sabty tnformafta tillable hom Truss Plate Inslltute, 218 NLee Street, Suite 312, Alexandria, VA 22314 Job Truss Truss Type Oty Ply T79170975 2177628 PG2B Piggyback Truss 2 1 Job Reference (optional) BUlldem FirSISOurc6 (Plant City, FL), 6.00 12 Plant City, rL - J3bbf, 46 = 3 O.zvax ueu a goy= ID:x)(MgR7v TpljX7_7mKVVygLdl-gKFiBF97oODsxkhK740_eC9drysJs2WhVOBISKzuNMO 2x4 II 11 4 12 4x6 = Scale =1:20.3 a 6 3x4 = 10 9 6 3.4 = 2x4 II 20 II 2x4 II LOADING (psi) SPACING- 2-0-0 Cat. DEFL. in (too) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.00 6 n/r 120 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.00 6 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.10 Hom(CT) 0.00 6 nla n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S PLATES GRIP MT20 244/190 Weight: 361b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-" oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-" oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 10-0-6. (Ib) - Max Ho¢ 2=38(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 10. 8 except 2=-103(LC 12), 6=-103(LC 12). 9=-254(LC 8) Max Gmv All reactions 250 lb or less at joint(s) 2, 6, 10, 8 except 9=291(LC 22) FORCES. (Ib) - Matt Comp./Max. Ten. -All fames 250 (I s) or less except when shown. WEBS 4-9=220/338 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.Opsf; h=25ft; B=45ft; L=24h; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Extedor(2) 0-4-11 to 6-8-15, Intedor(1) 6-8-15 to 9-6-0, EMedor(2) 9-6-0 to 11-7-5 zone; cantilever left and fight exposed ; end vertical 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) Provide adequate drainage to prevent water pending. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psi bottom chord live lead 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-&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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 8 except 6t=11b) 2=103. 6=103, 9=254. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Joaquin Velez PE No.e8182 MTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 / Date: January 20,2020 Q WARNPIO- VerifyEealgnparamateraand NEADNOTESON THISANDWCLUDEDMIFEKBEFENANCEPAGEUX74Mrev. fOD&T015BEFOBEUSE Design valid for use only with Mgek® connectors. This tleslgn Is based only upon parameters shown, and Is for on IndNidual buIIOInO component. not ��- a truss system. Before use, the bulldhydesigner must verity the applicability of design parameters and properly Incorporate this design Into the overall buOding tleslgn. Bracing indicated ba prevent budding of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the 6904 Parka East Bind. fobrlcation storage. delivery, erection and bracing of muses and Truss systems, seeANSI/flill Quality CrBeda, DSB-89 and BCSI building Component Tampa, FL 33610 Safety Informa onarvoilobie from Truss Plate Institute. 218 N. Lee Street. Suite 312. Nexonddo. VA 22314. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 • Center plate on joint unless K y 14- 74 offsets are Indicated. 6-4-8-81 dimensions shown In ft-in-sixteenths I I (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or x-bracing, is always required. See BCSI, /ldr ci-2 CM 2. Truss bracing must be designed by on engineer. For individual WEBS C 4 wide truss spacing, lateral braces themselves may require bracing. or alternative Tor I T y �y, 1 bracing should be considered. Oc y3: 0 astack 3. Never exceed the design loading shown and never materials on inadequately braced trusses. OF Q- 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate csa BOTTOM CHORDS designer, erection supervisor, property owner and all other Interested plates 0-'he" from outside 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 Indicates the 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/IPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from ' Plate location details available in Mirek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord Wth ANSI/rPI 1. software or upon request. NUMBERSAETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9' unless noted, this plicable for Is not d. ICC-ES Reports: th�e eta dant. preservative treaten or green lumber. The first dimension Is the plate 10. Camber is a non-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 camber for dead load deflection. the length parallel to slots. - 11.Plate type, sae, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and s¢e, and in all respects, equal to or better than that Indicated by symbol shown and/or by text In the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified. 13. Top chords must be sheathed or pudins provided at output, Use T or I bracing spacing indicated on design. If indicated. Lumber design values are in accordance with ANSIIrPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MITek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section Indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. D 18. Use of green or heated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: W1a ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front back words Plate Connected Woad Truss Construction, and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. ® BCSI: Building Component Safety Information, M 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, IT/��iV ANSI/rPI 1 Quality Critedo. Installing & Bracing of Metal Plate Connected Wood Trusses. Mfrek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015