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HomeMy WebLinkAboutTrussr' 0 Q I q it M 0 (V 1 N R N N b 0 o EJ9G o 21' 311/1 U. . .POST PER PLAN 10' 0'' FLAT 3 2 O J A:. 3 11 114" 2' 0" 2 2' 0" 2' 0' 2' 0 2' 0" 2' 0 2 0 2' 0" 7 0" 2 ,'- J5A 1 LU LU r 2 C J W W ✓) 2 0 ��P y MMMUIK\\. 1 A J3 CJ3 J1 C1-...-w ww -w Lu w 'w C) 'U U. - W W w W U U. 5 0" 12' 0" 19' 4" a LL 1 III! 66 8" 3' 0 m 32' 4" HI��r.® I I sf ,a ®®f.s+w7's�+, w w w w w w w w w 'v TRUSSES BEARING AT 10' 0" & 13' 0" OVER GARAGE/ENTRY/MASTER BATH 'v 2T 0 'v 0 (V 0 71777-1 a I u 2' E3 EJ2 Hatch Legend 14' 6" FLAT CLG 11' 0" FLAT CLG 10' 0" BEARING 13' 0" BEARING Zvi 2620 Kirby Cir- NE, Palm Bay, Fl. 32905 Phone; ( 321 ) 409-9800 Fax ( 321 ) 4OM803'.. EJ6 "s Signature of this cbcumentacknowedges that the client hasteaiewed this buss placerneatdiagrain in its entirety and a in agreement with thefatlowingitems including but not limited to:. 12 A.) The client is responsible to verify the accuracy of information submitted far use in. design;. 6T fabrication, and scheduling.. Any labor, .material, : of time delay Incurred from inadequate or incetrect infnrrnatibnSupplied from: the diem will be at the client t expense. IAesq�jn Criteria: i he client acknowledges that the truss design entena noted on this; trues placement diagram meets or exceeds the design criteria specified by the building designer, engineer of record, and local and state building requirements. 63/8 C.) fabrication and Defivery one approved truss placement diagram must be returned to the truss 2' 0" inanuGn lurol hef:nre fabriim4kmarel rir.Iberg mt911ryiefuslydre3. It is die rf+entrs ra.ImmsildY,ly It, coordinate delivery dates with the truss manufacturer. The clrentshall providela marked kitattttn':for CO. delivery, which must beaccessiblc,level and clear of material and debris, in Rau =of2his,trrtsseawill be IU:d9iiered in the best available location at our drIver'a dlscret€an.. Cato and lawdlingialithetru&aes 0' rrdlnwn+g dily«ry eslhn rrH:Ixuisitulry nrthe nfirnlp Z Z 0.} sallaliuo uR eaig 6LSi200gtH{ldagCenfux+errtSafetylnrorra nrj4HTC0.%7pE 0 guidelines shall be followed when handling, install and brecing;tnusses. Temporary an d / or Q permancrd bracing and blacking rs not:iacudcd in the. truss package. Truske"tiadlbcbracodto. J prevent rotation and provide lateral stability In accordance with the requirements specified in the J construction documents far the buildin and an the Individual truss design draviings. TheovaralC g I.— IstahllitV afth'e truss system is the respalsibility of the budding designer., CO) Z :F) F WFrarning-l) Tray ceilings and other ceiling tra nsil'rnn&cruty "we Ceiling drops and valleys not shown are to be held framed by others- 3,)0verha3gsmayheoyer II sutra fit in fidd.. Overhangs ara bA or Zx6. no blockring is applied. Ch'mcr lacks will be square cut and hip jacks will be double beveled. El Rapaosb Trussrefated problI to be reported to die truss manuheturer ASAP, preferably inwriting, DO HOT CUT AW TRLJ55ES before contacting the truss manufacturer with specifics of the problem, Any field mocifluLions made without an engineered repair drawing will be the responsibility ofthedient, No back charges or crane charges of any kindwill be accpeted, unlessspecifcblly :approved in tenting by the truss manufacturer's manngemant. T 6.T This, Truss Placement ejiagram was not created by an engineer, rather bye'ribbetts Lumber' co,. 1 r�.: CJs /^`onnPi Ci} r Total L�S} LLCstarif, and is purely to be used asannstaitation guide and does not require a seal. Trussdeisgn. V F. l area€ysis arteye for Trues('leslgrrL7tuwiggs w}dcitnay he sealed by t$re Trualyeyigre Engitraer: Manuf Product Qty JUS24 7 ER THD26 16 THD26-2 3 0 THDH28-2 2 W e . B srarFo� N WA TECI Roof Load; 47# psf; 30 TCLL, 7 TCDL, 0 BCLL, 10 BCDL, Dur 1.33 Design checked for 10 psf non -concurrent LL on BC Floor Load; .# psf; . TCLL, . TCDL, . BCLL, . BCDL; Dur.:.- - - Design checked for 10 psf non -concurrent LL on BC Q Mitek Engineering 8.2.1.267 EL Exposure C LLI Building Code FBC 2017 Mean Hgt : 15 ASCE 7-10 Bldg. Cat. kl V TPI 1-2014 Importance Factor fl Z Truss Design : C & C Enclosure Enclosed N Uplift Calc, MWFRS Entry Exposed to Wind LLJ Wind Speed : 170 mph US Lanai Exposed to Wind a ROOF CRITERIA FLOOR CRITERIA` C9 T.C. Pitch 6 / 12 Depth a} B.C. Pitch / 12 Spacing F T.C. Size 2X4 Heel Hgt. 6 3/8" Vapor barrier between floor & concrete _ by others. Cantile9 Cantilever T ' D �' Floor trusses held back 3/4' at exterior Q:L/�tJ walls, Overha gd�.': OP PIILIAi �++ Rock &fill by others: Blocking for Spacing ST„ !94," ! COUN Y vertical load transfer by others. Odd space floor trusses around Cc plumbing as noted) a a Approved. by: Q Desired delivery date F- Z LU Approval Date: Date, Initials, Description 7/15/20 MB CANTILEVER e9UW PEER N - Z N .. W ._ Client F_ Elder Mendoza W Project : MARTINEZ RESIDENCE Address: 17650 ORANGE AVE, FT. PIERCE; FL FL, Date : 8/17/2020 Designer: MB Project # 50989$ Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RE: 509898 - MARTINEZ RESIDENCE MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: ELDER MENDOZA Project Name: MAR TINEZ RESIDENCE ModeFampa, FL 33610-4115 Lot/Block: - Subdivision: - Address: 17650 ORANGE AVE, - City: FORT PIERCE State: FL Name Address and License # of Structural Engineer of ecord, If there is one, for the building. Name: Lice se M Address: City: State: General Truss Engineering Criteria 8r Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.3 Wind Code: ASCE 7-10 Wind Speed: 170 mph Roof Load: 47.0 psf Floor Lad: N/A psf This package includes 113 individual, Truss Design Drawing's 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 6lG15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 _ 2 T21046867 T21046868 Al A2 8/18/20 8/18/20 15 16 T21046881 T21046882 5 1EB1 8/18/20 8/18/20 3 T21046869 A3 8/18/20 17 T21046883 , 8/18/20 R..f;,j° 4 T21046870 A4 8/18/20 18 T21046884 B3 8/18/20 5 T21046871 A5 8/18/20 19 T21046885 B4 8/18/20 6 T21046872 A6 8/18/20 20 T21046886 B 8/18/20 MAR ®� u o 1 7 T21046873 A7 8/18/20 21 T21046887 B6 8/18/20 8 T21046874 A8 8/18/20 22 T21046888 B7 8/18/20 9 10 T21046875 T21046876 A9 A10 8/18/20 8/18/20 23 24 T21046889 T21046890 Cl 61 8/18/20 8/18/20 ST. Lucie County, Permitting 11 T21046877 All 8/18/20 25 T21046891 CJ1C 8/18/20 12 T21046878 Al2 8/18/20 26 T21046892 CJ1E 8/18/20 13 T21046879 A13 8/18/20 27 T21046893 CJ3 8/18/20 14 T21046880 A14 8/18/20 28 T21046894 CJ3E 8/18/20 This item has been electronically signed and sealed by Magid, Michael'', PE using a Digital Signature. O Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the param ters provided by Tibbetts Lumber Company -Palm Bay. Truss Design Engineer's Name: Magid, Michael 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/TPI 1. These designs are based upon parameters „ shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTe 's or TRENCO's customers file reference purpose only, and was not taken into account 'i n the preparation of these designs. MiTek or TRENCO has not independently verified the , applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. ,,�IIIIIIII////,, . .,,�PEL S. No 53681 :* *= �� : STATE OF ' 00 Ili iS,ONA j�`.ON� 111111 Mlchael S. Magid PE No,53681 MITek USA, Inc. FL Cert 6634 -69M Parke East Blvd. Tampa FL 33610 Date: August 18,2020 Magid, Michael 1 of 2 r I c MM W�i0 M!Tek 0 ' RE: 509898 - MARTINEZ RESIDENCE MiTek USA, Inc.6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer Info: ELDER MENDOZA Project Name: MA TINEZ RESIDENCE Model: - Lot/Block: - Subdivision: - Address: 17650 ORANGE AVE, - City: FORT PIERCE State: FL No. Seal# Truss Name Date 29 T21046895 CJ3P 8/18/20 30 T21046896 CJ5 8/18/20 31 T21046897 CJ5E 8/18/20 32 T21046898 CJ5F 8/18/20 33 T21046899 CJ5P 8/18/20 34 T21046900 D1 8/18/20 35 T21046901 D2 8/18/20 36 T21046902 D3 8/18120 37 T21046903 D4 8/18/20 38 T21046904 D5 8/18/20 39 T21046905 E1 8/18/20 40 T21046906 E2 8/18/20 41 T21046907 E3 8/18/20 42 T21046908 EJ2 8/18/20 43 T21046909 EJ5 8/18/20 44 T21046910 EJ5A 8/18/20 45 T21046911 EJ5P 8/18/20 46 T21046912 EJ6 8/18/20 47 T21046913 EJ6A 8/18/20 48 T21046914 EJ6B 8/18/20 49 T21046915 EJ6P 8/18/20 50 T21046916 ER 8/18/20 51 T21046917 ERA 8/18/20 52 T21046918 ERB 8/18/20 53 T21046919 EHE 8/18/20 54 T21046920 ERP 8/18/20 55 T21046921 EVS 8/18/20 56 T21046922 EJ8 8/18/20 57 T21046923 EJ8A 8/18/20 58 T21046924 EJ8S 8/18/20 59 T21046925 EJ9 8/18/20 60 T21046926 EJ9A 8/18/20 61 T21046927 EJ9B 8/18/20 62 T21046928 EJ9C 8/18/20 63 T21046929 EJ91) 8/18/20 64 T21046930 EJ9E 8/18/20 65 T21046931 EJ9F 8/18/20 66 T21046932 EJ9G 8/18/20 67 T21046933 EJ9T 8/18/20 68 T21046934 EJ91 8/18/20 69 T21046935 EJ92 8/18/20 70 T21046936 EJ93 8/18/20 71 T21046937 EJ94 8/18/20 72 T21046938 EJ95 8/18/20 73 T21046939 EJ96 8/18/20 74 T21046940 EJ97 8/18/20 75 T21046941 G1 8/18/20 76 T21046942 G2 8/18/20 77 T21046943 G3 8/18/20 78 T21046944 G4 8/18/20 79 T21046945 G5 8/18/20 80 T21046946 G6 8/18/20 81 T21046947 G8 8/18/20 82 T21046948 G9 8/18/20 83 T21046949 G10 8/18/20 84 T21046950 G11 8/18/20 85 T21046951 H1 8/18/20 No. Seal# I Truss Name Date 86 T21046952 H2 8/18/20 87 T21046953 HJ2 8/18/20 88 T21046954 HJ2C 8/18/20 89 T21046955 HJ5 8/18/20 90 T210469 6 HJ5A 8/18/20 91 T210469 7 HJ5P 8/18/20 92 T210469 8 HJ7 8/18/20 93 T210469 9 HRE 8/18/20 94 T210469 0 HJ7P 8/18/20 95 T21046961 K1 8/18/20 96 T21046962 K2 8/18/20 97 T2104696,3 K3 8/18/20 98 T2104696,4 K4 8/18/20 99 T21046965 L1 8/18/20 100 T21046966 L2 8/18/20' 101 T2104696i M1 8/18/20 102 T21046968 M2 8/18/20 103 T21046969 M3 8/18/20 104 T21046970 M4 8/18/20 105 T21046971 M5 8/18/20 106 T2104697 M6 8/18/20 107 T21046973 M7 8/18/20 108 T21046974 M8 8/18/20 109 T21046975 M9 8/18/20 110 T21046970 R1 8/18/20 111 T21046977 V1 8/18/20 112 T21046978 V2 8/18/20 113 T21046979 V3 8/18/20 2 of 2 Job Truss Truss Type Ply MARTINEZ RESIDENCET21046867 509898 Al RoofSpecial i Tty 1 Job Reference (optional) iuue,w a.unwar UumPany, rdun Say, n_ - 32905, 15.330 s Jul 22 2020 MITek Industries, Inc. Tue 5x6 = Svn — 18 07:43:17 2020 Page 1 Scale = 1:59.9 3x6 II 5x8 = 3x8 = 5x8 = 4x4 = 3x6 -10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.70 Vert(LL) -0.29 11-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.73 Vert(CT) -0.48 11-12 >854 240 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(CT) 0.05 9 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Wnd(LL) 0.08 11 >999 240 Weight: 288 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 11-13: 2x4 SP SS WEBS 2x4 SP No.2 *Except* 1-15,8-9: 2x6 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (size) 15=D-8-0, 9=0-8-0 Max Harz 15=253(LC 11) Max Uplift 15=-698(LC 12), 9=675(LC 12) Max Grav 15=1611(LC 17), 9=1635(LC 18) TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc purlins, I except end verticals, and 2-0-0 oc purlins (4-8-7 max.): 1-2, 4-6. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS Web Brace: Length (member) 5-9-11 (3-14); 8-1-3 (5-12); 8-1-3 (5-11); 6-2-13 (7-11); FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-1649/854, 1-2=-846/423, 2-3=992/536, 3-4=-1648/1031, 4-5=-1421/1003; 5-6=-1497/1050, 6-7=-1753/1078, 7-8=1778/960, 8-9=1568/919 BOT CHORD 14-1 5=-251/249, 12-14=-613/1505, 11-12=-663/1574, 10-11 =-733/1498 WEBS 1-14=-885/1800, 2-14=-645/434, 3-14=930/570, 3-12=65/289, 4-12=-177/458, 5-12=-435/279, 5-11=341/158, 6-11 =1 671435, 7-10=-472/365, 8-10=-756/1542 i NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; hL15ft; B=45ft; L=35ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 2-5-4, Interior(1) 2-5-4 to 11-9-4, Exterior(2) 11-9-4 to 15-2-14, Interior(1) 15-2-14 to 21-6-11, Exterior(2) 21-6-11 to 25-0-5, Interior(1) 25-0-5 to 34-5-4 zone; cantilever left and 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 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any otherlive loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 698 lb uplift at joint 15 and 675 lb uplift at joint 9. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. I This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michaai 9. Magid PE No.53681 MiTek USA, Inc. FL-Cett 6634 8804 Parke East Blvd. Tampa FL 33610 Date: August 18,2020 AWARNING - Vedfy deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/IM020 BEFORE USE. ' Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Addaiona 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 fabdoation, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality CriMpe, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty MARTINEZ RESIDENCE T21046868 509898 A2 Hip 1 JPly 1 Job Reference o tional ���ouo wnwei wmPany, rauu Day, r� - ozvw., C.JJU S JUI 2Z ZU2U mi I eK maustries, Inc. I us Aug 18 07:43:31 2020 Page 1 ID:LOrpZy2o0YgAgw5iBVEk64ynvAf-Q4LpCfOdp2dH4wlpCffe65zwkniukLlPvZX3fuymgsA 2-2-12 6-11-10 13-9-4 19.6.11 1 2 2- 27-3-8 34-8-0 2-2-12 4-8-14 6-9.10 5.9.7 0- -1 7-1-0 7-4-8 5x6 = SYFi 4x8 3x6 II 2x4 II I I 4x8 = 3x6 II i i 2-2-122-6,4 6-11-10 13-9-4 20.2-8 20,6r0 27-3-8 34-8.0 Scale = 1:68.3 Plate Offsets (X,Y)— [3:0-4-0,0-2-8],[4:0-3-0 0-2-7],[12:0-4-0 0-2-4] [14:0-2-8 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.81 Vert(LL) -0.16 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.64 Vert(CT) -0.28 12-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(CT) 0.09 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.12 11 >999 240 Weight: 279 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purlins, BOT CHORD 2x4 SP No.2 `Except' except end verticals, and 2-0-0 cc purins (3-9-3 max.): 3-4. 5-10: 2x6 SP No.2 B& CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: WEBS 2x4 SP No.2 *Except* 1 Row at midpt 5-12 1-19,7-8: 2x6 SP No.2 10-0-0 oc bracing: 10-12 OTHERS 2x4 SP No.2 WEBS Web Brace: Length (member) 6-0-15 (2-13); 8-1-12 (4-13); REACTIONS. (size) 19=0-8-0, 8=0-8-0 Max Horz 19=322(LC 11) Max Uplift 19=-683(LC 12), 8=679(LC 12) Max Grav 19=1620(LC 1), 8=1614(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2058/1128, 2-3=-1877/1189, 3-4=1559/1180, 4-5=1892/1405, 5-6=1 9931? 240, 6-7=-1799/990, 18-19=-1567/922, 1-18=-1530/950, 7-8=1548/936 BOT CHORD 15-18=-366/602, 14-15=-463/629, 13-14=-885/1903, 12-13=-668/1586, 5-12=305/392 WEBS 1-14=-908/1645, 2-14=-322/329, 2-13=373/275, 3-13=153/387, 4-13=261/233; 4-12=-500/798, 9-12=-784/1490, 6-12=117/322, 6-9=737/539, 7-9=-757/1533 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.0psf; h=15ft; B=45ft; L=35ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-8-6, Interior(1) 3-8-6 to 13-9-4, Extedor(2) 13-9-4 to 18-8-1, Interior(1) 18-8-1 to 19-6-11, Exterior(2) 19-6-11 to 24.5-9, Interior(1) 24-5-9 to 34-5-411 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Provide adequate drainage to prevent water ponding. electronically signed and 4) All plates are 3x4 MT20 unless otherwise indicated. Sealed by Magid, Michael, PE 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • using a Digital Signature. 6) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. Printed Copies of this 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 683 lb uplift at joint 19 and 679 lb uplift document are not considered at joint 8. signed and sealed and the 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Signature must be verified on any electronic copies. Michaal S. Magid FIE No.53681 MITek USA, Inc. FL Cer 6634 .6904 Parke East Blvd. Tampa FL 33610 bate:. August 18,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an ind vidual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additions temporary and permanent bracing _ MOW always required for stability and to prevent collapse with possible personal Injury and properly damage. For general uldance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/i Quality CfM ria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 r Job Truss Truss Type Qty Ply MARTINEZ RESIDENCE T21046869 509898 A3 Hip 1 1 Job Reference (optional) nuumw Luriiber Company, rani Day, rL - ocavo, 8.330 5 JUI 22 2020 wit l eK IWusirles, Inc. l ue Aug 16 0 :43:33 2020 rage i ID:LOrpZy2oOYgAgw5iBVEk64ynvAf-MSTZdL1 tLft?KEBBJ4h6BW2JFbMeCDKiMtOAjnymgs8 2.2-12 5.5.9 7-11-10 10.5-11 15.9.4 17-6-11 23-3-10 26.0.E 28.9.1 33-0.0 348-0 2-2-12 3.2-13 2-6.1 2-6-1 5-3.9 1.9.7 5-8-15 2-8-11 2-8.11 4-2-15 1.8-0 5x6 = 5x6 = Scale = 1:76.7 4 5 1 6.00 12 324 25 6 4x6 i 6x6 2 7 e2.3 17 26 27 1615 28 29 14 22 20 9 5x8 — 3x6 II 2x4 11 3x8 = 8 12 11 3x8 = 13 10 9 2x4 11 3x6 I I 34-8-0 0 Plate Offsets (X,Y)— [4:0-3-0,0-2-0],[5:0-3-0,0-2-0],[7:0-2-12 0-3-0] [15:0-3-12,0-3-0] I LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.62 Vert(LL) -0.22 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.75 Vert(CT) -0.37 14-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.84 Hdrz(CT) 0.14 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wi`` d(LL) 0.13 14-15 >999 240 Weight: 284 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOIL CHORD Structural wood sheathing directly applied or 3-7-12 oc pudins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (4-8-13 max.): 4-5. WEBS 2x4 SP No.2 *Except* BO CHORD Rigid ceiling directly applied or 5-11-9 cc bracing. 1-22,8-9: 2x6 SP No.2 WE S 1 Row at midpt 4-15 OTHERS 2x4 SP No.2 Web Brace: Length (member) 6-3-14 (3-16); 4-4-5 (2-21); 6-5-3 (6-15); 4-5-8 (7-11); REACTIONS. (size) 22=0-8-0, 9=0-8-0 Max Horz 22=367(LC 11) Max Uplift 22=-685(LC 12), 9=678(LC 12) Max Grav 22=1616(LC 1), 9=1617(1-C 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-437/232, 2-3=1990/1172, 3-4=1708/1143, 4-5=-1450/1109, 5-6=1733/11 6-7=-2215/1246, 7-8=-393/164, 21-22=1561/904, 1-21=354/241, 9-11=-153616 8-11=-342/214 BOT CHORD 18-21=808/1889, 17-18=-827/1902, 16-17=-807/1857, 15-16=-561/1514, 14-15=-831/1818, 12-14=953/1936, 11-12=935/1993 WEBS 4-16=-274/552, 4-15=-236/335, 5-15=311/544, 3-16=-563/406, 3-17=-93/251, 2-17=-66/290, 2-21 =-I 944/1066, 6-15=690/490, 6-14=62/346, 7-11 =-2039/1 1 C NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=35ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-8-6, Interior(1) 3-8-6 to 15-9-4, Exterior(2) 15-9-4 to 22-5-9, Interior(1) 22-5-9 to 34-5-4 zone; cantilever left and right exposed ;C-C for members a id 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 3x4 MT20 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, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 685 b uplift at joint 22 and 678 lb uplift at joint 9. 8) Graphical- purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53881 Milt USA, Inc. FL Cer 6634 6904 Parke East Blvd. Tampa FL 33610 Data: August 18,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7�73 rev. 5/192020 BEFORE USE. ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an indi,y!dual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorpijrate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP/f Quality Cr/te la, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Satetylnformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply MARTINEZ RESIDENCE T21046870 509898 A4 Roof Special 1 1 Job Reference (optional) Ibbens Lumber company, Palm tray, FL - 32905, 6.00 12 3x1C 8.330 s Jul 22 2020 MiTek Industries, Inc. Tue Aug 18 07:43:36 2020 Page 1 4gw5iBVEk64ynvAf-m 19iGM41eaFaBhwm_CFpp9ggkoN2PZV82rEgK6ymgs5 34-8-0 1$-0 4x6 = Scale = 1:77.6 21 19 '� ---- .--. 12 9 8 3x6 11 2x4 I I 3x6 I I 3x8 = 2-2-12 2 1 59-12 11-2-0 M 16 8-0 24-6-9 LXV 34-8-0 33,3r8 i ' 2-2-12 336 ' 144 ' 5E-0 ' 7-9-10 BE-7 I 1.4-8 Plate Offsets (X,Y)— [2:0-3-0,0-3-0), [14:0-4-0,0-3-01 LOADING (psi] SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.54 Vert(LL) -0.15 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.77 Vert(CT) -0.32 11-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.16 8 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Wi,nd(LL) 0.12 13-14 >999 240 Weight: 256 lb FT = 20% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* 4-6: 2x4 SP SS BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 *Except* 7-8,1-21: 2x6 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (size) 8=0-8-0, 21=0-8-0 Max Horz 21=-361(LC 10) Max Uplift 8=-684(LC 12), 21=679(LC 12) Max Grav 8=1617(LC 1), 21=1616(LC 1) TOP CHORD Structural wood sheathing directly applied or 3-7-11 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 6-7. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS Web Brace: Length (member) 7-6-12 (5-14); 6-9-6 (3-14); FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1955/1018, 2-3=-1954/1127, 3-4=1644/1068, 4-5=1702/1040, 5-6=2282/1142, 8-10=-1531/827, 20-21=-1570/867, 1-20=-1538/884 BOT CHORD 17-20=-423/591, 16-17=-527/651, 15-16=-845/1914, 14-15=-770/1814, 13-14=-904/1946, 11-13=-759/1504, 10-11=715/1567 i WEBS 4-14=-526/964, 5-14=872/502, 5-13=01281, 6-13=156/520, 6-1 0=-2037/1 181, 2-16=-421/304, 1-16=-732/1620, 3-14=639/390 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.0ps1; h=15ft; B=451t; L=35ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-8-6, Interior(1)' 3-8-6 to 16-8-0, Exterior(2) 16-8-0 to 20-1-9, Interior(1) 20-1-9 to 34-5-4 zone; cantilever left and 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 3x4 MT20 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, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 684 lb uplift at joint 8 and 679 lb uplift at joint 21. 8) Graphical purlin representation does not depict the size orthe orientation of the puflin along the op and/or bottom chord. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE'No.53881 MITsk LISA,,16c. FL'-Cert'6634 6804 Parii i East Blvd. Tampa FL 33610 Dati: August 18,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5f192020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Indi 'dual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general uldance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P11 quality Cdte rfa, DSB-89 and BCS/Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Y Job ss Truss Type Qty Ply MARTINEZRESIDENCE [A5 T21046871 509898 Roof Special 1 1 Job Reference (optional) 5x6 = 8.00 12 4 25 26 24 27 3 5x6 i 2 23 4x8 4 1 1 18 17 22 20 19 5x6 3x6 112x4 11 3x8 = 16 28 15 5x8 = 29 u.Qou b Ju1 44 — 1- 1 BR If 1—bU lab, rflu. I ue Hug lc, u/:46:-5u LULU rage i 1-8-0 5 4x12 = 5x6 = 6 7 7 M d ffl L67 11 0 I 14 13 1 5x6 = 12 98 3x6 I I 2x4 I I 2x4 II 3x6 = 34-&0 Scale = 1:80.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.78 Vert(LL) -0.16 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.74 Ve'rt(CT) -0.28 14-15 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.95 Hq�(CT) 0.18 8 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Wpd(LL) 0.17 14-15 >999 240 Weight: 264 Ib FT = 20% LUMBER- B CING- J TOP CHORD 2x4 SP SS *Except- TOIL CHORD Structural wood sheathing directly applied or 2-11-6 oc purlins, 6-7,1-2: 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (3-6-1 max.): 6-7. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-10-3 oc bracing. WEBS 2x4 SP No.2 *Except* WEBS Web Brace: Length (member) 7-1-1 (5-15); 6-9-3 (3-15); 7-8,1-22: 2x6 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (size) 8=0-8-0, 22=0-8-0 Max Horz 22=-340(LC 10) Max Uplift 8=-897(LC 12), 22=893(LC 12) Max Grant 8=2097(LC 1), 22=2136(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2657/1541, 2-3=-2827/1762, 3-4=2587/1745, 4-5=2615/1723, 5-6=3069/1774, 6-7=-2530/1405, 8-10=-2043/1142, 7-10=-2032/1164, 21-22=-2084/1243, 1-21=-2052/1256 BOT CHORD 18-21=-376/581, 17-18=-479/630, 16-17=-1376/2549, 15-16=-1403/2613, 14-15=-1486/2665, 13-14=1354/2451 WEBS 6-13=-1791/1137, 7-13=1730/3109, 4-15=-530/943, 2-17=622/437, 6-14=151/341, 5-15=797/464, 3-15=-593/369, 2-16=85/398, 1-17=-1172/2259 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=35ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-8-6, Interior(1)I3-8-6 to 16-8-0, Exterior(2) 16-8-0 to 20-1-9, Interior(1) 20-1-9 to 34-5-4 zone; cantilever left and 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 3x4 MT20 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, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 897 b uplift at joint 8 and 893 lb uplift at joint 22. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Midhael S. Magid PE'No.53881 MITek USA Inc. FL Cerl6834 6804 Parka East Blvd. Tampa FL 33610 Date:. August 18,2020 ® WARNING - Vadly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an indi 'dual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and propedy Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general uidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Crde o, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type MARTINEZ RESIDENCET21046871 509898 A5 Roof Special ]QtlyPly 11 Job Reference (optional) i ibbens Lumber company, rearm tsay, t-L - 62auo, 8.330 s Jul 22 2020 MiTek Industries, Inc. Tue Aug 18 07:43:39 2020 Page 2 ID: LOrpZy2oOYgAgw5iBVEk64ynvAf-BcgruO6exVd829eLgLoWRn IHG7PBbw8bkpTUxRym gs2 LOAD CASE(S) Standard Uniform Loads (off) Vert: 1-25=74, 4-25=324, 4-26=324, 6-26=74, 6-7=74, 20-22=-20, 19-20=-20, 11-1 9-12=-20, 8-9=20 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7 73 rev. 511192020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an indi�yrdual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properlyincorpdrate building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional this design Into the overall temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general uldance regarding the fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPI1 Quality Crfte to, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 r 1, Job Truss Truss Type Qty Ply MARTINEZ RESIDENCE �A6 T21046872 509898 Roof Special 1 1 ' Job Reference Io tional US 2 22 48 1 0 17 16 18 6x6 = 21 19 3x6 11 2x4 II 3x8 = O.00U s dui cc zUCU rvu i eK rnuusmes, inc. i ue rAug _i o ur:va:gi zuzu rage i 4x6 = 6.00 12 4 24 25 2x4 11 23 265 3 Scale = 1:76.5 6 4x12 = 7 e 2728 no 5x12 14 io 15 29 30 3x8 = 13 12 11 10 9 2x4 II 5x8 = 2x4 II 6x6 = LOADING (psf) SPACING- 2-0-0 CSI. D9FL. in (loc) Udefl Lid TCLL 30.0 Plate Grip DOL 1.33 TC 0.81 Ve (LL) -0.33 14-15 >999 360 TCDL 7.0 Lumber DOL 1.33 BC 0.56 Ve (CT) -0.57 14-15 >720 240 BCLL 0.0 Rep Stress Incr NO WB 0.87 Ho (CT) 0.14 9 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wi d(LL) 0.17 14-15 >999 240 LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight: 301 lb FT = 20% TOP CHORD 2x4 SP No.2 *Except TOP CHORD Structural wood sheathing directly applied or 2-8-1 do purlins, 2-4: 2x4 SP SS except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 7-8. BOT CHORD 2x4 SP No.2 *Except* SO CHORD Rigid ceiling directly applied or 5-6-10 oc bracing'. Except: 5-12: 2x6 SP No.2, 14-16: 2x4 SP SS � 1 Row at midpt 6-14 WEBS 2x4 SP No.2 *Except* 10-0-0 oc bracing: 12-14 8-9,1-21: 2x6 SP No.2 WEBS 1 Row at midpt 7-9, 4-15 OTHERS 2x4 SP No.2 I Web Brace: Length (member) 8-5-11 (4-14); 5-6-7 (6-11); REACTIONS. (size) 9=0-8-0, 21=0-8-0 Max Horz 21=-319(LC 10) Max Uplift 9=-907(LC 12), 21=881(LC 12) Max Grav 9=2095(LC 1), 21=2140(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2661/1554, 2-3=-2849/1752, 3-4=2952/1964, 4-5=2922/1965, 5-6=2828/1779, 6-7=-2450/1447, 20-21=-2084/1245, 1-20=-204811256 BOT CHORD 17-20=-332/565, 16-17=-431/604, 15-16=1453/2540, 14-15=-1249/2249, 5-14- 1551421, 10-11=-1117/1957, 9-1 0=-1 119/1954 WEBS 4-14=-523/1031, 11-14=-1227/2222, 6-14=-381/870, 6-11=-1100/674, 7-9=2629 1502, 7-11 =-1 91/358, 2-16=-675/407, 3-15=557/505, 2-15=-54/453, 1-16=-1152/2247, 4-15=-447/849 NOTES- 1) Unbalanced roof live loads have been considered for this design. This item has been 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=35ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-8-6, Interior(1) 3-8-6 to 16-8-0, Exterior(2) 16-8-0 electronically signed and to 20-1-9, Interior(1) 20-1-9 to 34-5-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions Sealed by Magid, Michael, PE shown; Lumber DOL=1.60 plate grip DOL=1.60 using a Digital Signature. 3) Provide adequate drainage to prevent water ponding. Printed Copies Of this 4) All plates are 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other ive loads. document are not considered 6) • This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the - will fit between the bottom chord and any other members, with BCDL = IO.Opsf. I signature must be verified 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 907 lb uplift at joint 9 and 881 lb uplift at on an electronic co 125. y P joint 21. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Michael S. Magid PE'IJo.li3881 MITek USA, Inc. FL Cerf634 6 ■ 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 6904 Parka East Blvd. Tampa FL 33610 LOAD CASE(S) Standard 0' August 18,2020 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-1413 rev. 511 M020 BEFORE USE. ' Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an indh!dual a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorpo building component, not rate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general uidance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSUTP/1 Quality Crlterra, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 I Tampa, FL 36610 Job Truss Truss Type Ply MARTINEZ RESIDENCE T21046872 509898 A6 Roof Special �Qty 1 1 Job Reference (optional) mueus LumUer UUnrpdny, raim oay,.rL-otaua, LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-24=74, 4-24=324(F=250), 4-25=-324(F=-250), 7-25=74, 7-8=74, ts.33U 9 Jul 22 2U2U Mi FeK Industries, Inc. Tue Aug 18 07:43:42 2020 Page 2 ID: LOrIpZy2o0YgAgw5iBVEk64ynvAf-bBWzWQBWEQOjvcNwLTMD3Qwo2DTioI61 Rnh8Ymymgs7 19-21=-20i, 18-19=20, 14-17=20, 12-13=-20, 9-12=-20 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51192020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional' u this design Into the overall emporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general �uidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/1 Quality Crite a, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2870 Crain Highway, Suite 203 Waldorf, MD 20601 1Tampa, FL 36610 Job Truss Truss Type Ply RESIDENCE T21046873 509898 A7 Roof Special �Qty 1 1 rRTINEZ eference (optional) nu�aua �uuwo, v..n �Nany, rauu oay, r�-ucauo, ci.,mu s UUI zz zuzu MI I eK maustrles, Inc. I ue AUg 16 Ut:43:4b ZUZU Page 1 5x6 = Scale = 1:80.9 ` 6.00 12 4 24 25 23 26 3 5 5x6 fi 5x6 = 4x4 II 8 7 2 2 2 27 4x8 i 1 � d n IL— 11 10 1 Px4 II 16 15 28 14 29 30 13 31 10 18 5x6 = 5x8 21 19. = 12 98 3x6 112x4 I I 3x6 I I 3x6 = 2x4 II 2x4 II 44 = 2-2-122 5-9-12 11-2-0 16-8-0 34-M 2633 33-0-0 3 2-2-12 33-8 54-0 5S0 9-7-3 6-0-13 8 1-4-8 Plate Offsets X,Y - 2:0-3-0,0-3-0 , 14:0-4-0.0-3-0 LOADING (psf) SPACING- 2-0-0 CSI. D FL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.70 VeI((LL) -0.29 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.94 Ve (CT) -0.50 13-14 >829 240 BCLL 0.0 Rep Stress [nor NO WB 0.79 Ho (CT) 0.17 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wi d(LL) 0.17 13-14 >999 240 Weight: 281 lb FT = 20% LUMBER- B TOP CHORD 2x4 SP SS 'Except' 11CING- TOrt CHORD Structural wood sheathing directly applied or 2-11-5 oc purlins, 1-2: 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 6-7. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-8-13 oc bracing. 10-14: 2x4 SP SS WE S 1 Row at midpt 7-8 WEBS 2x4 SP No.2 *Except* 2 Rows at 113 pts 6-10 7-8,1-21: 2x6 SP No.2, 6-10: 2x4 SP SS Web Brace: Length (member) 7-9-0 (4-14); 6-8-6 (5-14); 6-9-6 OTHERS 2x4 SP No.2 (3-14); REACTIONS. (size) 8=0-8-0, 21=0-8-0 Max Horz 21=-297(LC 10) Max Uplift 8=-917(LC 12), 21=872(LC 12) Max Grav 8=2097(LC 1), 21=2136(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2707/1562, 2-3=-2860/1764, 3-4=2599/1732, 4-5=2629/1732, 5-6=-3084/1829, 8-10=-2027/1199, 7-10=-313/255, 20-21=-2110/1247, 1-20=2065/1251 BOT CHORD 17-20= 424/521, 16-17=-473/561, 15-16=-1520/2565, 14-15=1534/2652, 13-14=-1516/2546, 11-13=1563/2721, 10-11 =1 558/2752 WEBS 4-14=-588/1073, 5-14=-709/459, 5-13=96/457, 6-10=-3160/1818, 2-16=618/40 , 2-15=-65/400, 3-14=-552/393, 1-16=1119/2257 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h-15ft; B=45ft; L=35ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-8-6, Interior(1)I3-8-6 to 16-8-0, Exterior(2) 16-8-0 to 20-1-9, Interior(1) 20-1-9 to 34-5-4 zone; cantilever left and right exposed ;C-C for members a d 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 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other ive loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 917 lb uplift at joint 8 and 872 lb uplift at joint 21. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Wjchagl S. Magid PE'No.53681 MITek USA,'Inc. FL CeR'6634 _ 6904 Park® East Blvd. Tampa FL'23610 Date: August 18,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M111 73 rev. 5/1=020 BEFORE USE. ' Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an indi 'dual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Add. hional Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance Ikemporary and permanent bracing regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PH Quality Crifa} e, DSO-89 and BCS/ Building Component 6904 Parke East Blvd. Saferyinformadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 4 � I Job Truss Truss Type Qty Ply RESIDENCET21046873 509898A7 Roof Specialrence FMARTIINEZ (optional) ------- -- ----•^r-• •,-•••• --„ - -----, o.oau a dui 44 cucu Ivil I BR nIDub[rleb, inc. I ue Hug -ia ut:43:4D zuzu rage z ID:iOrpZy2oOYgAgw5iBVEk64ynvAf-?mB68RBPWL01m46VObvwh2YLuQPT?g8T7kwoB5ymgry LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-24=74, 4-24=324, 4-25=-324, 6-25=74, 6-7=74, 19-21=-20, 18-19=20, 11-117=20, 9-12=-20, 8-9=-20 A WARNING -Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5J192020 BEFORE USE. • Design valid for use only with MTeM connectors. This design is based only upon parameters shown, and Is for an intliyy1.�dual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorpdrale this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or choral members only. Add'dionai444444emporary and permanem bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general uldance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSBTPN Qualify Crite a, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 A I I Job Truss ssType Qty Ply MARTINEZ RESIDENCE Rcof T21046874 509698 A8 Special 1 1 T66 ff.. I 1.... 1.............. n..i... o.... ei nnnne .. ...... ..... Job Reference (optional) ....--...— ���••� �� • �� ray Y' a M may, - o.aau s du 22 2020 mi t ex mausmes, Inc. I ue Aug i 6 07:43:47 2020 Page 1 D: LOrpZy2oOYgAgw5iBVEk64ynvAf-y9JsZ7Cf2ze0?NFt8OxOmTdeYE3yTZfma2PvCzymgrw 1 2.2-12 1 5-9-3 9-7-2 i 158-0 243-3 29-4-9 330.0 r348-0 i 2-2-12 ' 3-67 ' 3-9.15 7.0.14 7-7-3 IN 3•.7-7 6x6 i Scale = 1:80.8 6.00 12 4 24 25 23 26 3 6x8 = 5x6 i 5 2 1. 22 4x8 i 1 0 17 x4 11 16 15 28 14 29 13 30 18 4x6 = 5x8 = 4x6 = 21 19 3x6 11 2x4 I 3x6 = 4x6 = 2x4 II 6 27 7 12 98 3x6 II 2x4 11 5x6 = 34-M Plate Offsets X,Y — 2:0-3-0,0-3-0 , 4:0-3-14,0-3-0 , 14:0-4-0,0-3-0 LOADING (psf) SPACING- 2-0-0 CSI. D FL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.88 Ve (LL) -0.21 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 1.00 VB (CT) -0.41 11-13 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.85 Ho (CT) 0.21 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wi d(LL) 0.16 13-14 >999 240 Weight: 286 lb FT = 20% LUMBER- B TOP CHORD 2x4 SP No.2 *Except* 1CING- T011 CHORD Structural wood sheathing directly applied or 2-10-4 oc purlins, 2-4: 2x4 SP SS, 4-5: 2x6 SP No.2 I except end verticals, and 2-0-0 oc purlins (3-4-13 max.): 5-7. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-14 oc bracing. WEBS 2x4 SP No.2 *Except* WEBS 1 Row at midpt 7-8. 6-10 7-8,1-21: 2x6 SP No.2 Web Brace: Length (member) 6-8-9 (3-14); 7-6-7 (5-14); 5-84 OTHERS 2x4 SP No.2 (6-13); REACTIONS. (size) 8=0-8-0, 21=0-8-0 Max Horz 21=-276(LC 10) Max Uplift 8=-930(LC 12), 21=860(LC 12) Max Grav 8=2097(LC 1), 21=2136(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2682/1571, 2-3=-2849/1759, 3-4=2598/1728, 4-5=2626/1671, 5-6=2651/1567, 8-10=-2007/1247, 20-21=-2099/1247, 1-20=-2053/1248 BOT CHORD 17-20=-504/493, 16-17=-569/528, 15-16=1591/2528, 14-15=-1594/2628, 13-14=-1588/2677, 11-13=920/1507, 10-11=-887/1615 WEBS 2-15=-45/397, 3-14=-565/377, 4-14= 411/931, 5-14=700/323, 5-13=-1232/933, 6-13=1041/1850, 6-10=-2329/1477, 2-16=-626/393, 1-16=-1094/2254 NOTES- 1) Unbalanced roof live loads have been considered for this design. I 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.0psf; 5ft, B=45ft; L=35ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-8-6, Interior(1)I3-8-6 to 16-8-0, Exterior(2) 16-8-0 item to 20-1-9, Interjor(1) 20-1-9 to 34-5-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions This has been shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Provide adequate drainage to prevent water ponding. Sealed by Magid, Michael, PE 4) All plates are 3x4 MT20 unless otherwise indicated. using a Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other 6) ' This for live loads. Printed copies of this truss has been designed a live load of 20.Opsf on the bottom chord in all areas where rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. document are not considereding 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstand930 b uplift at joint 8 and 860 lb uplift at signed and sealed and the joint 21. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top 1 signature must be verified and/or bottom chord. OR any electronic copies. LOAD CASE(S) Standard Michaal S. Magid PE No.53881 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 MITek USA, Inc. FL Cert 8834 Uniform Loads (plf) 8904 Parke East Blvd. Tampa FL 33610 Vert: 1-24=74, 4-24=-324, 4-25=-324, 5-25=74, 5-7=74, 19-21=-20, 18-19=-20, 11-17 20, 9-12=-20, 8-9=-20 bete:. August 18,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Milk 73 rev. 5/192020 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an indi 'dual building component, not truss Before the building designer the design incorporate design Into a system. use, must verify applicability of parameters and properly this the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general uidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP/1 quality Crite la, DSB-89 and BCS/Building Component Safety Information available. from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 A I t Job Truss Truss Type Qty Ply MARTINEZ RESIDENCE T21046875 509898 A9 Roof Special 1 1 Job Reference o tional i iuuaus Lumunr tympany, rams May, rL - dtaUO, U.33U S JUI ZZ ZUZU MI I eK mcustries, Inc. I ue Aug 1 U U/:43:bU ZUZU Page 1 4x4 = OS-8 Scale = 1:80.9 6.o0 12 4 23 ED24 5 3 5x6 Do 5x6 = 5x6 = 6 7 09 2 25 22 3x10 i 1 M N 34 = n 3x6 = 0 17 2x4 11 17 11 I0 16 15 28 14 10 27 28 13 29 18 4x4 = 5x8 = 5x8 = 21 19 12 98 3x6 11 2x4 I 3x6 I I 2x4 II 2x4 II 34-&0 2-2-122$R 9-7-2 16-8-0 26A-7 33-M 33,3r8 2-2-1209/8 7-0.14 7-0.14 9-4-7 6-11-9 0 8 14-8 Plate Offsets (X,Y)-- [2:0-3-0,0-3-0],[14:0-4-0,0-3-0] LOADING '(psf) SPACING- 2-0-0 CSI. DE FL. in (loc) Vdefl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.98 Ve�t(LL) -0.31 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.87 Ve (CT) -0.51 13-14 >803 240 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz¢(CT) 0.12 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wi/td(LL) 0.15 13-14 >999 240 Weight: 288 lb FT = 20% LUMBER- B CING- TOP CHORD 2x4 SP No.2 *Except* TO� CHORD Structural wood sheathing directly applied or 3-8-3 oc purlins, 6-7: 2x6 SP No.2 except end verticals, and 2-0-0 oc purlins (4-0-1 max.): 6-7. BOT CHORD 2x4 SP No.2 BO CHORD Rigid ceiling directly applied or 5-8-13 oc bracing. WEBS 2x4 SP No.2 *Except* WE S 1 Row at midpt 7-13 7-8,1-21: 2x6 SP No.2 Web Brace: Length (member) 6-9-6 (3-14); 779-0 (4-14); 6-8-4 OTHERS 2x4 SP No.2 (5-14); REACTIONS. (size) 8=0-8-0, 21=0-8-0 Max Horz 21=-295(LC 10) Max Uplift 8=-712(LC 12), 21=650(LC 12) Max Grav 8=1619(LC 17), 21=1616(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1976/1059, 2-3=-1953/1132, 34=1650/1056, 4-5=1633/1055, 5-6=2238/1 27, 6-7=-1975/1040, 8-10=-1542/862, 7-10=-1518/899, 20-21=-1570/875, 1-20=153 /879 BOT CHORD 17-20=-408/503, 16-17=-464/548, 15-16=-1070/1908, 14-15=966/1822, 13-14=- 18/1692 WEBS 3-14=-601/428, 4-14=-614/1088, 5-14=670/452, 5-13=186/540, 6-13=-1415/90 , 7-13=-1191/2231, 2-16=-410/258, 1-16=656/1621 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h 15ft; B=45ft; L=35ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3 8-6, Interior(1)�3-8-6 to 16-8-0, Exterior(2) 16-8-0 to 20-1-9, Interior(1) 20-1-9 to 34-5-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Provide adequate drainage to prevent water ponding. electronically signed and 4) All plates are 3x4 MT20 unless otherwise indicated. Sealed by Magid, Michael, PE 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other ' live loads. using a Digital Signature. 6) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Printed Copies of this 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 712 lb uplift at joint 8 and 650 lb uplift at document are not considered joint2l. signed and sealed and the • 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Signature must be Verified on any electronic copies. Michael S. Magid PE No.53681 MiTak USA, Inc. FL Cerd8634 6684 Parke East Blvd. Tampa FL 3381 D Data: August 18,2020 ®WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 511MO20 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly lncorpo ate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chard members only. Additional emporery and permanent bracing WeW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality CrUej fa, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Saferyinformatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610 4 I r Job Truss Truss Type Qty Ply MARTINEZ RESIDENCE T21046876 509898 A10 Roof Special 1 1 Job Reference (optional) I luuc11. ...y, rcllll..y,--J .' 21.33U s JUI zz xuzu mi I eK m0ustfles, Inc. I ue Aug 1 d U1:43:19 2020 Page 1 4x4 = Scale = 1:78.2 41 6.00 12 4 2x4 I I 21 22 5 3 5x6 5x12 = 2 6 23 24 7 20 ly 3x10 I 1 I co N `� 15 12 8 14 13 5x12 = 25 28 16 5x6 = 5x8 = zr 19 17 11 10 9 8 3x6 II 2x4 II 44 = 64 = 3x8 = 12-2-122�yi 510.1 114E 20-2-8 20,6r0 M 28-0-7 34-8-0 2-2-12 3J-13 5E-5 8-10-2 7- &7-9 Plate Offsets (X,Y)- [2:0-3-0,0-3-0], [12:0-4-8,0-2-8], [14:0-3-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DE FL. in ([cc) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.84 Ve t(LL) -0.35 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 1.00 Ve (CT) -0.60 12-13 >690 240 BCLL 0.0 Rep Stress Incr YES WB 0.69 Ho z(CT) 0.11 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wiind(LL) 0.13 12-13 >999 240 Weight: 279 lb FT = 20% LUMBER- B CING- TOP CHORD 2x4 SP No.2 TO f] CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 SP No.2 *Except* 2-0-0 cc purlins (6-0-0 max.): 6-7. 5-10: 2x6 SP No.2 BO7j CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. Except: WEBS 2x4 SP No.2 *Except* 1 Row at midpt 5-12 7-8,1-19: 2x6 SP No.2 10-0-0 cc bracing: 10-12 OTHERS 2x4 SP No.2 WEBS 1 Row at midpt 4-13. 6-8 Web Brace: Length (member) 8-5-11 (4-12); REACTIONS. (size) 8=0-8-0, 19=0-8-0 Max Horz 19=316(LC 10) Max Uplift 8=-703(LC 12), 19=658(LC 12) Max Grav 8=1614(LC 1), 19=1620(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1941/1041, 2-3=-1971/1116, 3-4=2008/1302, 4-5=1972/1291, 5-6=2013/1093, 18-19=-1572/872, 1-18=-1537/882 BOT CHORD 15-18=-346/538, 14-15=-441/584, 13-14=-1009/1904, 12-13=-666/1426, 5-12=-5 4/498, 8-9=-763/1468 WEBS 3-13=-457/437, 4-13=-485/894, 4-12=526/1048, 9-12=766/1441, 6-12=-125/33 , 6-9=-160/254, 6-8=1950/1008, 2-14=470/264, 1-14=-679/1606 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=35ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) D-2-12 to 3-8-6, Interior(1) 3-8-6 to 16-8-0, Exterior(2) 16-8-0 This item has been to 20-1-9, Interior(1) 20-1-9 to 34-5-4 zone; cantilever left and right exposed ;C-C for members a d forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Provide adequate drainage to prevent water ponding. sealed by Magid, Michael, PE 4) All plates are 3x4 MT20 unless otherwise indicated. using a Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other ive loads. • Printed copies of this 6) This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. document are not Considered 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 703 b uplift at joint 8 and 658 lb uplift at signed and sealed and the - joint 19. signature must be verified 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. on any, electronic copies. Miohaol S. Magid PE No.53681 MiTek USA; Inc. FL Cett 6834 ' 8804 Parke East Blvd. Tampa FL 33610 Date: I August 18,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. ' Design valid for use only with MTekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorp 'rate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general 1 juldance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANShTPlf Quality CrNe 19, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Tr Truss Type Qty Ply MARTINEZ RESIDENCE �Alulss T21046877 509898 Roof Special I 1 1 Job Reference (optional) ..—R. ..u.Dai ornpany, rauu Day, r" - a<auo, 8.330 5 JUI 22 2020 MI I eK Industries, Inc. I ue Aug 16 U7:43:22 2U2U Pagel I b: LOrpZy2o0YgAgw5 iBVEk64ynvAf-AU P KavzxHUZVXr4AG?XFC5Pd9el 7Ea4gfr4rwymgsJ 2-2-12 i 8-9.2 15-0-0 i 18.3-15 it 242-3 30.0-7 330-0 i3 8-0 i ' 2-2-12 ' 6-&6 ' 6-2-14 3315 5-10-0 5.10-0 2-11.9 5x6 = Sz6 = Scale = 1:76.4 . 3 4 6.00 12 24 25 2 5 4xl2 = 4x6 = 23 6 7 g 5x8 i 1 c� 1 18 17 26 16 5 27 14 13 11 0 ilk 19 4x4 = 5x8 = 5 = 4x6 = 22 20 12 9 8 3x6 II 2x4 II 3x6 II 3x8 = 2x4 II 2x4 I I 3x6 = 2-2-12 24 8-9-2 15-0-0 18-3-15 34-8-0 242-3 30-0-7 33-0-0 33,3r8 ' 2-2-12 03�8 G2-14 ' 6-2-14 ' 33-15 ' 510-4 5-10-0 2-11-9 1-4-8 Plate Offsets (X,Y)— [3:0-3-0,0-2-01, 14:0-3-0 0-2-0] [15:0-3-0,0-3-0], [16:0-4-0 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DE FL. in ([cc) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.64 Ve (ILL) -0.12 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.56 Veid CT) -0.21 14-15 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.90 H.(CT) 0.12 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wi(LL) 0.13 14-15 >999 240 Weight: 270 Ito FT = 20% LUMBER- B CING- TOP CHORD 2x4 SP No.2 *Except* TOF CHORD Structural wood sheathing directly applied or 2-2-0 cc purlins, 1-3: 2x4 SP SS except end verticals, and 2-0-0 cc purlins (3-11-7 max.): 3-4, 6-7. BOT CHORD 2x4 SP No.2 BO CHORD Rigid ceiling directly applied or 5-10-9 cc bracing. WEBS 2x4 SP No.2 *Except* WE S 1 Row at midpt 4-16 7-8,1-22: 2x6 SP No.2 Web Brace: Length (member) 6-3-0 (2-16); 6-1-9 (5-15); OTHERS 2x4 SP No.2 REACTIONS. (size) 8=0-8-0, 22=0-8-0 Max Holz 22=301(LC 10) Max Uplift 8=-692(LC 12), 22=670(LC 12) Max Grav 8=1617(LC 1), 22=1616(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2113/1139, 2-3=-1787/1152, 3-4=1472/1096, 4-5=1803/1143, 5-6=2189/1189, 6-7=-1910/993, 8-10=-1567/832, 7-10=1549/855, 21-22=1550/910, 1-21=-1506 1932 BOT CHORD 18-21=-296/697, 17-18=-407/683, 16-17=-998/1913, 15-16=-717/1495, 14-15=-9 8/1887, 13-14=-959/1853 WEBS 1-17=697/1546, 2-16=-595/378, 3-16=290/470, 4-16=285/219, 4-15=-248/603, 5-15=-681/405,6-13=-1305/802,7-13=1212/2318 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=35ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-8-6, Interior(1)I3-8-6 to 15-0-0, Exterior(2) 15-0-0 to 21-9-9, Interior(1) 21-9-9 to 34-5-4 zone; cantilever left and 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 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other ive loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 692 lb uplift at joint 8 and 670 Ito uplift at joint 22. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the tl p and/or bottom chord. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michaat S. Magild PE No.53661 MITek USA, Ina FL Celf66U .6904 Parka East Blvd. Tampa FL 33e111 Dat6: August 18,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7 1 3 rev. 511MO20 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Indill,Nual building component, not a truss system. Before use, the building designer must vedfy the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional (temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 quality Cr/te a, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite= Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type oily Ply 509898 Al2 Roof Special 1 1nce FIMARTlf�NEZRESIDENCET21046878 (opt •���••� --•• •��• v. -7, Io.oau s Jul ZZ ZUZU mi i ek Inaustrles, inc. I ue AUg 1 t$ U/:43:24 ZU2U Page 1 IDLOrpZy2oOYgAgw5iBVEk64ynvAf-7jQAkGwETvkHkr7THh17KdAm RyJTbAyNIzKBvoymgsH 2-2-12 7-1-2 13-0-0 20-3-15 2E2-3 L2,0 7 -0 -6-0 2-2-12 5-6-6 5-2-14 7-3-15 S-10-0 5-0-4 11- 341-8-0 5x6 = 5x8 3x6 II 2x4 II 3x6 II 34-M i 2-2-12 2 1 7-9-2 13-M 20-3-15 26-2 3 33-M 33,3,8 2-2-12 03-s 5-2-14 ' S-2-14 ' 7-0.15 5-10 4 6573 Scale = 1:70.5 Plate Offsets (X,Y)— 13:0-3-0,0-2-01,[4:0-4-0,0-2-81,[14:0-4-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DE FL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.62 Vert(LL) -0.16 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.62 Vert(CT) -0.29 14-15 >999 240 MT20HS 1871143 BCLL 0.0 Rep Stress [nor YES WB 0.78 H#(CT) 0.14 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wi d(LL) 0.11 14 >999 240 Weight: 246 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP SS *Except. TOP CHORD 4-6,6-7: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.2 *Except* WEBS 7-8,1-22: 2x6 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (size) 8=0-8-0, 22=0-8-0 Max Horz 22=-277(LC 10) Max Uplift 8=685(LC 12), 22=678(LC 12) Max Grav 8=1617(LC 1), 22=1616(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2074/1131, 2-3=-1886/1196, 3-4=1649/1177, 4-5=1956/1198, 5-6=2274/1'220, 8-10=-1546/862,21-22=-1555/915,1-21=-1513/940 BOT CHORD 18-21=-275/609, 17-18=-375/607, 15-17=-951/1873, 14-15=-771/1640, 13-14=-1 I05/1961, 11-13=816/1530, 10-11=-785/1575 WEBS 1-17=-775/1570, 2-17=-290/255, 2-15=333/265, 3-1 5=1 19/486, 3-14=-203/284, 4-14=-124/402, 5-14=-484/326, 6-13=204/466, 6-10=-2049/1196 Structural wood sheathing directly applied or 3-2-8 oc purlins, except end verticals, and 2-0-0 oc purlins (4-1-7 max.): 3-4, 6-7. Rigid ceiling directly applied or 5-10-5 oc bracing. Web Brace: Length (member) 8-9-12 (3-14); NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; hT15ft; B=45ft; L=35ft; eave=4ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-8-6, Interior(1) 3-8-6 to 13-0-0, Exterior(2) 13-0-0 to 16-5-10, Interior(1) 16-5-10 to 20-3-15, Exterior(2) 20-3-15 to 23-9-9, Interior(1) 23-9-9 to 34-5�t zone; cantilever left and 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) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other ive 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, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 685 Ib uplift at joint 8 and 678 lb uplift at joint 22. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53881 MITek Usk Inc. FL Cert GSA . 6904 Parke East Blvd. Tampa FL 33810 Date: August 18,2020 ,&WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51192020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorpo ate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional emporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general gggguuuuidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP/f Quality Crites Is, DSB-e9 and BCS/ Building Component 6904 Parke East Blvd. Safety Informal/on available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610 Job s Truss Type Qty Ply MARTINEZ RESIDENCE JAIu3s T21046879 509898 Hip 1 1 Job Reference o tional .........., �.............. „ram„„ , a,,,, or, , 3x6 11 2x4 11 0.0— J UUI GG CU4U wu 1 eK rnuu5rne5, Inc. 1 ue Hug l o Ur:4G2b ZUZU rage i 'gAgw5iB V Ek64ynvAf-36Yw9xyU?W??_99rP63TP2G4?m 14351gIHp1_hymgsF 5x6 = 2x4 II 5x6 = 2x4 I I Scale = 1:70.7 LOADING (psf) TCLL 30.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.75 BC 0.49 WB 0.77 Matrix -MS DEFL. in (loc) Well L/d Vert(LL) -0.12 15 >999 360 Vert(CT) -0.21 14-15 >999 240 HOiz(CT) 0.11 8 n/a n/a Wind(LL) 0.13 15 >999 240 PLATES GRIP MT20 244/190 Weight: 236 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP, CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (3-9-5 max.): 3-5. WEBS 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 5-8-12 oc bracing'. 1-22,7-8: 2x6 SP No.2 REACTIONS. (size) 22=0-8-0, 8=0-3-8 Max Horz 22=259(LC 11) Max Uplift 22=-685(LC 12), 8=678(1_C 12) Max Grav 22=1616(LC 1).8=1617(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1938/1100, 2-3=-1960/1230, 34=1938/1343, 4-5=193811343, 5-6=2078/1311, 6-7=-2324/1295, 21-22=-1570/928, 1-21=-15391947, 8-10=-1543/869, 7-10=15221902 BOT CHORD 18-21=-286/437, 17-18=-366/476, 16-17=-926/1822, 15-16=-817/1732, 14-15=-8�8/1756, 13-14=-1051/1984, 11-13=108/297, 10-11=-102/351 WEBS 1-17=-903/1633, 3-16=-31/251, 3-15=-293/591, 4-15=-482/412, 5-15=-213/466, 5-14=-1461420, 6-14=-362/308, 7-13=966/1723, 2-17=-445/368 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.0psf; h =15ft; B=45ft; L=35ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-8-6, Intedor(1) 3-8-6 to 11-0-0, Exterior(2) 11-0-0 to 15-10-13, Interior(1) 15-10-13 to 22-3-15, Exterior(2) 22-3-15 to 27-2-13, Interior(1) 27-2-13 tol34-5-4 zone; cantilever left and 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 685 Ip uplift at joint22 and 678 lb uplift at joint 8. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. mictiaoi S. Magid PE Nc.53881 MITek USA, Inc. FL Cerf6634 6804 Parka East Blvd. Tampa FL 33610 Dote:. August 18,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511=020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorpo ate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional emporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general g Nance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlTP11 quality Cdte a, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 1Tampa; FL 36610 Job Truss Truss Type City Ply MARTINEZ RESIDENCE T21046880 509898 Al Hip 1 1 Job Reference (optional) ,,UUU115 Lu,noer L.Unrpany, rann May, rL - 0ZVU0, 2-6-4 4-7-0 , 9-H 2 6� 2-0-12 4-5-0 5x6 = 6.00 12 3 j0 19 1 6 15 3x8 = 14 18 17 3x6 11 2x4 I I 24 7.8-0 16-8-0 o.J3u s Jui Zz zuzu mi I ex Inausirles, Inc. I ue Hag l o U/:43:Zo zuzu rage i 2x4 11 5x6 = 21 —22 4 J 23 _- 5 13 5x8 = 24-3-15 Scale = 1:61.0 4x6 6 d 7 6 11 10 "0 10 25 12 NI 9 8 1 2x4 I I 3x6 II 33-0-0 34 8-0 Z-0-4 - Plate Offsets (X,Y)— 0-0-I'd - 7-8-0 [3:0-3-0,0-2-0[,[5:0-3-0,0-2-0[,[11:0-0-0,0-1-8[,[13:0-4-0,0-3-0I r-ew 8-8.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.55 Vert(LL) -0.16 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.74 Vert(CT) -0.29 11-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.79 Hor (CT) 0.15 8 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MS Wi d(LL) 0.14 12-13 >999 240 Weight: 228 lb FT = 20% LUMBER- BRgCING- TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-8-3 oc purlins, 3-5: 2x4 SP SS except end verticals, and 2-0-0 oc purlins (3-10-4 max.): 3-5. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-6-14 oc bracing. WEBS 2x4 SP No.2 *Except* WEE S Web Brace: Length (member) 3-10-5 (6-10); 3-6-9 (2-16); 1-18,7-8: 2x6 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (size) 18=0-8-0, 8=0-8-0 Max Holz 18=214(LC 11) Max Uplift 18=-690(LC 12), 8=683(LC 12) Max Grav 18=1608(LC 1),8=1608(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-341/95, 2-3=1991/1230, 34=2288/1510, 4-5=-2288/1510, 5-6=-2188/1332 6-7=-449/75, 16-18=-1554/962, 1-16=287/193, 8-10=-1529/920, 7-10=-327/153 BOT CHORD 15-16=-880/1686, 14-15=906/1670, 13-14=-870/1779, 12-13=-905/1872, 11-12=-1085/1890, 10-11=1048/1966 WEBS 2-14=-79/390, 3-13=459/852, 4-13=661/558, 5-13=-354/686, 5-12=-22/298, 6-10=-1983/1377,2-16=-1894/1200 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.0psf; h i15ft; B=45ft; L=35ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-8-6, Interior(1) 8-6 to 9-0-0, Exterior(2) 9-0-0 to This [tam has been 13-10-13, Interior(1) 13-10-13 to 24-3-15, Exterior(2) 24-3-15 to 29-5-11, Interior(1) 29-5-11 to 34' 5-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Provide adequate drainage to prevent water ponding. Sealed by Magid, Michael, PE 4) All plates are 3x4 MT20 unless otherwise indicated, using a Digital Signature. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other . live loads. Printed copies of this 6) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a will fit between the bottom chord and any other members, with BCDL = 10.Opsf. rectangle 3-6-0 tall by 2-0-0 wide document are not considered 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 690 I uplift at joint 18 and 683 lb uplift signed and sealed and the at joint 8. signature must be verified 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the t p and/or bottom chord. On any electronic Copies. Michaal S. Magid PE'No.53681 Alli rik USA, Inc. FL Cett8634 6804 Parke East Blvd. Tampa FL 33810 Date:. August 18,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51192020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorpo a this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional emporary and permanent bracing MiTek' Iserequired for stability and to prevent collapse with possible personal Injury and property damage. For general g idance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/1 Quality Crite a, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suile 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type j Ply MARTINEZ RESIDENCET21046881 509898 A15 Hip �ty 1 Job Reference optional i iwoua wu iuoi uuu iPai iy, rani i oay, rL - ocauu, tl.33U s JUI zz zuzu mi I eK Incustnes, Inc. I ue Aug 16 U/:43:P9 2020 Pagel ID: OrpZy2oOYgAgw5iBVEk64ynvAf-ThE3oz—MHRNZrctQ4EdA1 gtZSz2mGR26RF2ya0ymgsC 7-0 0 135-5 19-10-10 26-3-15 30 4-4 34-8-0 7-0 0 65-5 655 65-5 4 0� 4-3-12 Scale = 1:59.7 5x6 = 5x6 = 6.00 12 5x6 = 2 � 15 — 3 _16 417 18 5 14 6 5x8 i 13 19 1 2x4 II 7 rn N 12 11 20 21 10 2 23 9 8 34 II 3x10 = 5x8 = 3x8 = 6x6 = 7-0-0 16-8-0 26-3-15 34-8-0 7-0-0 9-8-0 9-8-0 8-4-1 Plate Offsets X,Y — 2:0-4-0,0-2-8 , 4:0-3-0,0-3-0 , 5:0-3-0,0-2-0 , 10:0-4-0,0-3-4 LOADING (psf) SPACING- 2-0-0 CSI. DE FL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.86 Vert(ILL) -0.21 9-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.49 Vert(CT) -0.36 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.06 8 n/a rite BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Wt d(LL) 0.11 10 >999 240 Weight: 241 lb FT = 20% LUMBER- B CING- TOP CHORD 2x4 SP No.2 TO CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SP SS except end verticals, and 2-0-0 oc purlins (3-8-3 max.): 2-5. WEBS 2x4 SP No.2 *Except* BO CHORD Rigid ceiling directly applied or 6-5-15 oc bracing. 1-12,7-8: 2x6 SP No.2 WEE S Web Brace: Length (member) 7-1-6 (3-11); 7-1-6 (4-9); 3-8-9 (6-8); OTHERS 2x4 SP No.2 REACTIONS. (size) 12=0-8-0, 8=0-8-0 Max Horz 12=169(LC 11) Max Uplift 12=-690(LC 12), 8=683(LC 12) Max Grav 12=1608(LC 1).8=1608(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1598/930, 2-3=-1326/954, 34=2044/1318, 4-5=-1508/1059, 5-6=-1754/109 3. 1-12=-1554/975 BOT CHORD 10-11=-1017/1972, 9-1 0=-1 060/2028, 8-9=-708/1222 WEBS 2-11=01343, 3-11=997/561, 3-10=0/323, 4-9=843/482, 5-9=-166/428, 6-9=-93/5 2, 1 -11 =686/1412, 6-8=-1810/1075 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.0psf; h 15ft; B=45ft; L=35ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-8-6, Interior(1)�-B-6 to 7-0-0, Exterior(2) 7-0-0 to 11-10-13, Interior(1) 11-10-13 to 26-3-15, Exterior(2) 26-3-15 to 31-2-13, Interior(1) 31-2-13 to 3 5-4 zone; cantilever left and right exposed ;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. This item has been 4) All plates are 3x4 MT20 unless otherwise indicated. electronically signed and 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. sealed by Magid, Michael, PE 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide using a Digital Signature. will fit between the bottom chord and any other members, with BCDL = 10.0psf. Printed copies of this p 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 690 lb at joint 8. uplift at joint 12 and 683 lb uplift document are not considered 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53681 MITek USA, Inc. FL Cerf6634 6904 Parke East Blvd. Tampa FL 33610 Dat®: August 18,202( ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorpo a this dasign Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional emporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general g Adance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PH Quality Crifet la, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss sTypeoty Ply MARTINEZ RESIDENCET21046882509898 TRoofsSp..,.1 81 Girder 1 Tibbetts Lumber Corn an DI.n Dom., rI —6nc i .. ...... . ... Job Reference (optional .... ........ ...... .. — ._ __ ._ __ ---••---•••--• •-•-•• •r•-• v, � •^••+n - �����, D.JJU s Jul LL LULU IVII I UK Industries, Inc. I ue Aug 1 d 07:43:58 2020 rage 1 ID:LOrpZy2oOYgAgw5iBVEk64ynvAf-7GUOtuLZSL1 Sp3b7Hge_ioackfrgYWN06Ga_5gymgrl 0-7-1,2 7-0-14 136-10-4 20-7-10 27-5-0 34-2-6 40-11-12 44 8-0 0-7-12 6-5 2 6-9� 6-9 6 6-9-0 6-9-6 6-9_6 3_84 Scale = 1:77.3 6.00 12 I I NAILED NAILED NAILED NAILED NAILED NAILED NAILED 2x48 r 5x12 = 2x4 II NAILED 5x8 = NAILED 7x8 = NAILED 4x8 i NAILED 7x8 = NAILED 4x8sonz 39 1 NAILED 2 NAILED 3NAILED NAILED 4 NAILED 5 NAILED NAILED 6 m U U m U U m m U• m U m 17 18 19 20 21 22 23 24 25 28281 29 30 31 3233 34 2 35nn on 16 40 41 42 15 43, 44 45 14 46 47 48 13 49 50! 51 12 52 53 54 55 11 56 57 58 10 59 9 6x8 _ NAILED NAILED 2x4 II NAILED 7x8 _ NAILED NAILED 2x4 II NAILEI NAILED 7x8 = NAILED 2x4 II NAILED NAILED 4x6 = 6x6 — NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 7_n-•Id iI inA n s 7-0-14 -- - 6-9-6 6-9� 6-9-6 6-9.6 6-9-6 3-8.4 Plate Offsets X,Y — 3:0-4-0,0-4-8 , 5:0-4-0,0-4-8 , 9:0-3-0,0-4-8 , 12:0-4-0,0-4-8 , 14:0-4-0,0-4-8 , 160-2-12,0-4-8 LOADING (psf) SPACING- 2-0-0 CSI. DE FL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.50 Vey (LL) -0.39 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.93 Vert(CT) -0.62 12-13 >861 240 BCLL 0.0 Rep Stress Incr NO WB 0.91 Ho[z(CT) 0.17 9 n/a n/a BCDL 10.0 Code FBC2017/TP]2014 Matrix -MS Win, 0.52 12-13 >999 240 Weight: 725 lb FT = 20% LUMBER- B CING- TOP CHORD 2x6 SP No.2 TO CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals, and 2-0-0 oc purlins (4-10-3 max.): 1-7. WEBS 2x4 SP No.2 BOY CHORD Rigid ceiling directly applied or 6-2-13 oc bracing. OTHERS 2x4 SP No.2 WEBS Web Brace: Length (member) 5-11-13 (2-16); 5-11-13 (6-10); REACTIONS. (size) 9=Mechanical, 16=Mechanical Max Horz 16=106(LC 8) Max Uplift 9=-2601(LC 8), 16=2841(LC 8) Max Grav 9=4440(LC 1). 16=4457(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8719/5525, 3-4=-8719/5525, 4-5=9734/6067, 5-6=9734/6067, 6-7=2986/1639, 1-16=-347/285 BOT CHORD 15-16=-3583/5465, 14-15=3583/5465, 13-14=-6508/10165, 12-13=6508/10165, 11-12=-4641/7471, 10-11=-4641/7471, 9-10=-1810/3100 WEBS 7-10=-2193/3824, 7-9=-5276/3080, 2-15=-251/714, 3-14=730/612, 4-13=-230/649, 5-12=-743/623, 6-11=-307/773, 2-16=6638/4223, 2-14=2526/4015, 4-14=17811083, 4-12=-570/443, 6-12=-1889/2793, 6-10=-5493/3547 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "xY) nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 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 This item has been ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. electronically signed and 3) Wind: ASCE 7-10; Vu@=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=45ft; eave=5ft; Cat. sealed by Magid, Michael, PE ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DO=1.60 plate grip DOL=1.60 using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 3x4 MT20 unless otherwise indicated. Printed Copies Of this 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other ive loads. document are not Considered 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 signed and sealed and the will fit between the bottom chord and any other members. Signature must be Verified 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2601 lb uplift at joint 9 and 2841 lb uplift on any electronic copies. at joint 16. Michael S. Magid PE No.53681 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. MiTek USA, Inc. FL Cer 6634 11) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 68D4 Parke East Blvd. Tampa FL 3381D Date: LOAD CASE(S) Standard August 18,202( ® WARNING -Verify design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51192020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not .truss system. Before use, the building designer must verify the applicability of design parameters and properly incorpo a this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional �emporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Critei fe, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 16 40 41 42 15 43, 44 45 14 46 47 48 13 49 50! 51 12 52 53 54 55 11 56 57 58 10 59 9 6x8 _ NAILED NAILED 2x4 II NAILED 7x8 _ NAILED NAILED 2x4 II NAILEI NAILED 7x8 = NAILED 2x4 II NAILED NAILED 4x6 = 6x6 — NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 7_n-•Id iI inA n s 7-0-14 -- - 6-9-6 6-9� 6-9-6 6-9.6 6-9-6 3-8.4 Plate Offsets X,Y — 3:0-4-0,0-4-8 , 5:0-4-0,0-4-8 , 9:0-3-0,0-4-8 , 12:0-4-0,0-4-8 , 14:0-4-0,0-4-8 , 160-2-12,0-4-8 LOADING (psf) SPACING- 2-0-0 CSI. DE FL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.50 Vey (LL) -0.39 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.93 Vert(CT) -0.62 12-13 >861 240 BCLL 0.0 Rep Stress Incr NO WB 0.91 Ho[z(CT) 0.17 9 n/a n/a BCDL 10.0 Code FBC2017/TP]2014 Matrix -MS Win, 0.52 12-13 >999 240 Weight: 725 lb FT = 20% LUMBER- B CING- TOP CHORD 2x6 SP No.2 TO CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals, and 2-0-0 oc purlins (4-10-3 max.): 1-7. WEBS 2x4 SP No.2 BOY CHORD Rigid ceiling directly applied or 6-2-13 oc bracing. OTHERS 2x4 SP No.2 WEBS Web Brace: Length (member) 5-11-13 (2-16); 5-11-13 (6-10); REACTIONS. (size) 9=Mechanical, 16=Mechanical Max Horz 16=106(LC 8) Max Uplift 9=-2601(LC 8), 16=2841(LC 8) Max Grav 9=4440(LC 1). 16=4457(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8719/5525, 3-4=-8719/5525, 4-5=9734/6067, 5-6=9734/6067, 6-7=2986/1639, 1-16=-347/285 BOT CHORD 15-16=-3583/5465, 14-15=3583/5465, 13-14=-6508/10165, 12-13=6508/10165, 11-12=-4641/7471, 10-11=-4641/7471, 9-10=-1810/3100 WEBS 7-10=-2193/3824, 7-9=-5276/3080, 2-15=-251/714, 3-14=730/612, 4-13=-230/649, 5-12=-743/623, 6-11=-307/773, 2-16=6638/4223, 2-14=2526/4015, 4-14=17811083, 4-12=-570/443, 6-12=-1889/2793, 6-10=-5493/3547 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "xY) nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 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 This item has been ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. electronically signed and 3) Wind: ASCE 7-10; Vu@=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=45ft; eave=5ft; Cat. sealed by Magid, Michael, PE ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DO=1.60 plate grip DOL=1.60 using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 3x4 MT20 unless otherwise indicated. Printed Copies Of this 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other ive loads. document are not Considered 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 signed and sealed and the will fit between the bottom chord and any other members. Signature must be Verified 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2601 lb uplift at joint 9 and 2841 lb uplift on any electronic copies. at joint 16. Michael S. Magid PE No.53681 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. MiTek USA, Inc. FL Cer 6634 11) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 68D4 Parke East Blvd. Tampa FL 3381D Date: LOAD CASE(S) Standard August 18,202( ® WARNING -Verify design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51192020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not .truss system. Before use, the building designer must verify the applicability of design parameters and properly incorpo a this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional �emporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Critei fe, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 7-0-14 -- - 6-9-6 6-9� 6-9-6 6-9.6 6-9-6 3-8.4 Plate Offsets X,Y — 3:0-4-0,0-4-8 , 5:0-4-0,0-4-8 , 9:0-3-0,0-4-8 , 12:0-4-0,0-4-8 , 14:0-4-0,0-4-8 , 160-2-12,0-4-8 LOADING (psf) SPACING- 2-0-0 CSI. DE FL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.50 Vey (LL) -0.39 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.93 Vert(CT) -0.62 12-13 >861 240 BCLL 0.0 Rep Stress Incr NO WB 0.91 Ho[z(CT) 0.17 9 n/a n/a BCDL 10.0 Code FBC2017/TP]2014 Matrix -MS Win, 0.52 12-13 >999 240 Weight: 725 lb FT = 20% LUMBER- B CING- TOP CHORD 2x6 SP No.2 TO CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals, and 2-0-0 oc purlins (4-10-3 max.): 1-7. WEBS 2x4 SP No.2 BOY CHORD Rigid ceiling directly applied or 6-2-13 oc bracing. OTHERS 2x4 SP No.2 WEBS Web Brace: Length (member) 5-11-13 (2-16); 5-11-13 (6-10); REACTIONS. (size) 9=Mechanical, 16=Mechanical Max Horz 16=106(LC 8) Max Uplift 9=-2601(LC 8), 16=2841(LC 8) Max Grav 9=4440(LC 1). 16=4457(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8719/5525, 3-4=-8719/5525, 4-5=9734/6067, 5-6=9734/6067, 6-7=2986/1639, 1-16=-347/285 BOT CHORD 15-16=-3583/5465, 14-15=3583/5465, 13-14=-6508/10165, 12-13=6508/10165, 11-12=-4641/7471, 10-11=-4641/7471, 9-10=-1810/3100 WEBS 7-10=-2193/3824, 7-9=-5276/3080, 2-15=-251/714, 3-14=730/612, 4-13=-230/649, 5-12=-743/623, 6-11=-307/773, 2-16=6638/4223, 2-14=2526/4015, 4-14=17811083, 4-12=-570/443, 6-12=-1889/2793, 6-10=-5493/3547 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "xY) nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 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 This item has been ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. electronically signed and 3) Wind: ASCE 7-10; Vu@=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=45ft; eave=5ft; Cat. sealed by Magid, Michael, PE ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DO=1.60 plate grip DOL=1.60 using a Digital Signature. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 3x4 MT20 unless otherwise indicated. Printed Copies Of this 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other ive loads. document are not Considered 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 signed and sealed and the will fit between the bottom chord and any other members. Signature must be Verified 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2601 lb uplift at joint 9 and 2841 lb uplift on any electronic copies. at joint 16. Michael S. Magid PE No.53681 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. MiTek USA, Inc. FL Cer 6634 11) "NAILED" indicates 3-1 Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 68D4 Parke East Blvd. Tampa FL 3381D Date: LOAD CASE(S) Standard August 18,202( ® WARNING -Verify design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51192020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not .truss system. Before use, the building designer must verify the applicability of design parameters and properly incorpo a this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional �emporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Critei fe, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 I r Job Truss Truss Type Qty Ply MARTINEZ RESIDENCE T21046882 509898 131 Roof Special Girder 1 Job Reference (optional) uueus —moar tympany, Paim Bay, FL - o2ava, 8.33U s Jul 22 2020 MiTek Industries, Inc. Tue Aug IS 07:43:59 2020 Page 2 ID: LOrpZy2o0YgAgw5iBVEk64ynvAf-bS204EMBDf9JRDABrY9DF77nU3BvHzdXLwJYdHymgrk LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-7=74, 7-8=74, 9-16=20 Concentrated Loads (lb) Vert: 10=-54(F) 2=76(F) 15=133(F) 17=-82(F) 18=-76(F) 19=-76(F) 20=76(F) 21=76 F) 22=-76(F) 24=-76(F) 25=-76(F) 26=76(F) 27=76(F) 28=-76(F) 29=-76(F) 30=-76(F) 31=-76(F) 34=76(F) 35=-37(F) 36=-123(F) 37=58(17) 39=-44(F) 40=135(F)�41=-133(F) 42=-133(F) 43=133(F) 44=-133(F) 45=-133(F) 46=133(F) 47=-133(F) 48=133(17) 49=133(F) 50=-133(F) 51=-133(F) 52=133(F) 53=-133(F) 54=r 133(F) 55=215(1=) 56=-133(F) 57=198(17) 58=304(F) 59=-211(F) A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51192020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an indivvi�dual a truss system. Before use, the building designer must verify the applicability of design parameters and incorporlete building component, not this design Into the overall - property building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general g idance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/t quality Crfteda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 I Tampa, FL 36610 Job ss Truss Type Qty Ply MARTINEZ RESIDENCE T132 T21046883 509898 Roof Special 1 1 Job Reference (optional) -�••- -� ••��• ra,.r. a,,,, —r. • 0.�au s JUI ZZ ZUZU mI I eK Inausines, Inc. I us Aug I is Ur44:ui 2UZU Page 1 ID: LOrpZy2oOYgAgw5iBVEk64ynvAf-Xr99VvNRIGPI gXKayyBhKQCOStxclsCgoEoei9ymgd 2-9-0 9 5 15 16-2-9 22-11� 29 7-15 36: 9 43 1-4 -0 2-9-0 6 811 6-8-116 611 6 811 6-8-11 6-&11 1i 12 Scale = 1:80.2 6.00 12 5x8 = 9Ye II 46 2x4 11 16 15 21 14 22 23 13 24 I 25 12 26 27 11 28 29 10 3x6 11 4x6 = 6x8 = 6x6 = 6x8 = 6x6 = 0-14 43-1-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.92 Vert(LL) -0.36 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.59 Verlt(CT) -0.62 13-14 >855 240 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.14 10 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Wiji d(LL) 0.32 12-13 >999 240 Weight: 322 lb FT = 20% LUMBER- ISNG CI- TOP CHORD 2x4 SP No.2 TO CHORD Structural wood sheathing directly applied or 5-9-13 cc purlins, BOT CHORD 2x4 SP SS `Except` except end verticals, and 2-0-0 cc purlins (2-2-0 max.): 2-8. 14-16: 2x4 SP No.2 BO CHORD Rigid ceiling directly applied or 4-7-7 cc bracing. WEBS 2x4 SP No.2 WE S 1 Row at midpt 6-11 OTHERS 2x4 SP No.2 Web Brace: Length (member) 6-9-8 (2-14); 6-941 (4-14); 6-9-8 (8-11); 4-0-4 (8-10); REACTIONS. (size) 10=Mechanical, 16=Mechanical Max Horz 16=122(LC 12) Max Uplift 10=-907(LC 12), 16=-875(LC 12) Max Grav 10=2086(LC 1). 16=2086(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-956/556, 2-3=2581/1479, 34=2581/1479, 4-5=-3684/1972, 5-6=-3607/189 1, 6-7=-2336/1197, 7-8=-2336/1197, 1-16=-2071/1179 BOTCHORD 14-15=-631/877, 13-14=-1997/3521, 12-13=-2111/3811, 11-12=-1861/3397, 10-11=-269/479 WEBS 2-15=-1498/922, 2-14=-1205/2323, 3-14=-535/484, 4-14=1272/664, 4-13=58/48 , 5-12=-370/321, 6-12=-182/594, 6-11=1435/841, 7-11=534/439, 8-11=1316/251i , 8-10=-2093/1198, 1-15=965/1791 NOTES- 1) Wind: ASCE 7-10; VuR=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.0psf; h 15ft; B=45ft; L=45ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 9-1-1, Intedor(1) 9-1-1 to 44-6-4 zone; cantilever 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 podding. 3) All plates are 3x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord acid any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 907 Ip uplift atjoint 10 and 875 lb uplift at joint 16. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Miohaol S. Magid PE No.83681 Mi rdk USA, Inc. FL Cent 6634 6904 Park® East Blvd.Sampa FL 3361D We: August 18,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 511MO20 BEFORE USE. ' Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 emporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteile, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply MARTINEZ RESIDENCE T21046884 509898 B3 Hip � 1 1 Job Reference (optional) , wucua �uuwm wu,Nai,y, coon ocy, r�-ucaw, 6.00 12 5x6 = 5x6 = 2 _17 3_ A819 _ 4 0.0 U 5 JUI LL LULU IN I eK inoustries, mc. I ue Aug i 0 uf:44:U2 LULU vage 1 ID:LOrpZy2oOYgAgw5iBVEk64ynvAf-?1jXjFO3WaXulhvm WgjwtelA9H14UJcz1 uYCEbymgrh -2 34 2-7 41-6-11 44 8-0 7-4-5 74-5 3-1-5 6x6 = 5x6 = 5 2021 6 22 7 Scale = 1:77.6 4x6 yno v S 1 d 0 I 16 15 23 24 14 25 26 13 27 28 1211 29 30 10 9 34 II 5x8 = 5x8 = 5x6 WB = 5x8 = 3x6 II 4-9 4 13-11-10 23.2-0 1 32-4-5 41.6-11 44-8-0 4.9-4 9-2.6 9-2.6 9-2-6 9-2-6 3-1-5 Plate Offsets (X,Y)— [2:0-3-0,0-2-0],[4:0-3-0,0-3-4],[6:0-3-0,Edge] [7:0-3-0,0-2-0] [14:04-0,0- 01 LOADING (psf) SPACING- 2-0-0 CSI. DEAL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.99 Ve (LL) -0.30 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.51 Ver)(CT) -0.50 13-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.96 Ho (CT) 0.13 9 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Wi d(LL) 0.25 13 >999 240 Weight: 314 lb FT = 20% LUMBER- B CING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-12 oc purlins, BOT CHORD 2x4 SP SS except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 2-7. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-0-3 oc bracing. OTHERS 2x4 SP No.2 WEE S 1 Row at midpt 3-15 2 Rows at 1/3 pts 6-10 Web Brace: Length (member) 6-9-7 (4-14); 6-9-7 (5-11); 3-4-11 (8-9); REACTIONS. (size) 16=Mechanical, 9=Mechanical Max Horz 16=-92(LC 10) Max Uplift 16=-885(LC 12), 9=896(LC 12) Max Grav 16=2089(LC 17), 9=2086(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1442/851, 2-3=-1258/866, 3-4=2860/1673, 4-5=-3283/1856, 5-6=-2641/153 , 6-7=-837/578, 7-8=947/556, 1-16=2079/1234, 8-9=-2109/1205 BOT CHORD 14-15=-1489/2666, 13-14=1785/3273, 11-13=1723/3178, 10-11=1318/2384 WEBS 2-15=01327, 3-15=1959/1043, 3-14=240/901, 4-14=-710/439, 5-13=34/280, 5-11=-897/573, 6-11=-350/1057, 6-10=2180/1204, 1-15=941/1774, 8-10=977/1 04 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Dpsf; h 15ft; B=45ft; L=45ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 11-1-1, Interior(13 11-1-1 to 41-6-11, Exterior(2) 41-6-11 to 44-6-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFR for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3) Provide adequate drainage to prevent water ponding. electronically signed and 4) All plates are 3x4 MT20 unless otherwise indicated. Sealed by Magid, Michael, PE 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other I • ve loads. using a Digital Signature. 6) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Printed Copies Of this will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 7) Refer to girder(s) for truss to truss connections. document are not Considered 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 885 I uplift at joint 16 and 896 lb uplift signed and sealed and the at joint 9. signature must be verified 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. on any electronic copies. Michael S. Magid PE No.ti3681 Welt USA, Inc. FL CeR 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 18,202( ®WARMNG-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. S119/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorpollate building component, not this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional Temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general g idance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Crffer re, DSB49 and BCS/ Building Component 6904 Parke East Blvd. Safetylnformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply MARTINEZ RESIDENCE T21046885 509898 B4 Hip 1 1 Job Reference io floral i iuuouo �wuue� wurNany, rcnu ony, rL -am , 6-9-4 14-2-4 21-7-3 0.0 U s JUI LL NLU Iwl I eK Inuuslrles, Inc, i Ile Hug it) Ur:94:Ut3 LULU rage 1 ,gw5iBVEk64ynvAf-gB4ozJSg6QH10cMwsxpK6v?D4hFuul PsPp?WSFymgrb 32-0-1 39 8-11 44 8-0 2-11-15 7-A0 5 Scale = 1:79.0 8.00 12 6x6 = 2x4 I 7x8 = 5x6 = 2x4 II 6x8 — 2 21 3 23 4 ee 5 2 5 6 26 7 27 4x6 4x8 6 ED <S�41 � CC TW d dr 3 12 1> Bx16 = d Bx12 = `I' '14 11 10 9 18 17 28 16 29 15 46 II 4x4 = 5x8 = 5x6 = 2x4 II 5x8 = 3x6 II Be6-14 14-2-4 21-7-3 29-0 3 32-0-1 39-6-11 44 8 0 7-5-0 7-5-0 75-0 2-11-15 7-6-10 5-15 Plate Offsets X, — 1:0-370,0-1-8 , 2:0-3-0,0-2-7 , 4:0-4-0,0-4-8 , 7:0 4 0,0-1-15 , 13:0-11-0,Ed e , 16:0-4-0,0-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DE FL. in ([cc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.90 Ve (LL) -0.31 14 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.33 BC 0.94 Ver (CT) -0.52 14-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.94 Ho (CT) 0.26 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wr d(LL) 0.32 14 >999 240 Weight: 439 lb FT = 20% LUMBER- B CING- TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-4,4-7: 2x6 SP No.2 2-0-0 cc purlins (3-3-0 max.): 2-7. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at micipt 7-12, 1-18 OTHERS 2x4 SP No.2 Web Brace: Length (member) 5-9-10 (2-17); 8-6-13 (2-16); 8-5-9 (4-16); 5-8-0 (4-15); 5-7-2 (13-15); 6-4-12 (4-13); 5-9-10 (7-10); 5-8-4 (1-17); 3-4-11 (8-9); REACTIONS. (size) 18=Mechanical, 9=Mechanical Max Horz 18=-139(LC 10) Max Uplift 18=-885(LC 12), 9=896(LC 12) Max Grav 18=2086(LC 1), 9=2086(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1744/1026, 2-3=-2544/1609, 3-4=2541/1606, 4-5= 4239/2535, 5-6 6-7=-3728/2284, 7-8=-1348/822, 1-18=2029/1244, 8-9=2052/1259 BOT CHORD 16-17=-846/1524, 15-16=1592/2930, 5-13=-148/517, 12-13=-2326/4245,.( WEBS 2-17=-913/643, 2-16=-836/1635, 3-16=617/512, 4-16=605/300, 4-15=10 13-15=-1720/3137, 4-13=-889/1586, 5-12=-946/508, 10-12=-691/1220, 7-1 7-10=-1623/1066, 1-17=-918/1785, 8-10=-939/1732 06, NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=45ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 4-7-6, Interior(1) 4-7-6 to 6-9-4, Exterior(2) 6-9-4 to 13-1-1, Interior(1) 13-1-1 to 39-6-11, Exterior(2) 39-6-11 to 44-6-4 zone; cantilever left and right a posed ;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 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other I've loads. 6) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a (rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 885 Ib uplift at joint 18 and 896 lb uplift at joint 9. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the t p and/or bottom chord. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on, any electronic copies. MichiolS. Magid P.E'No.53681 MIT& USA, Inc. FL Celt 6634 69114 Parke East Blvd. Tampa FL 33610 Data: August 18,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51192020 BEFORE USE. Design valid for use onlywith MTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addi tonal this design Into the overall temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general g tdance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITPII Quality Crfte a, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply RESIDENCET21046886 509898 85 Hip1�MAIRTINEZ Reference (optional) 2x4 ..... .. �+""�F'�� �Y, rami oeY, �� - �����, o.cou s Jul zz zuzu ml l eK lncusiries, Inc. I ue Aug to uf:44:13 zuzu Hage I I D: LOrpZy2oOYgAgw5iB VEk64ynvAf-B9uh 10 WzwywK7 N FtfUP Vpyi52iy5ZKobZ5iH 7TymgrW 4_6_6 8-9-4 12-2-0 18-10-11 25-7-5 1 32.4-0 37-6-11 44-A.n 4-" 4-2-14 3-4-12 6-8-11 6-8.11 6-8-11 5-2-11 7-15 I Scale = 1:79.2 21 30 31 20 19 18 13 12 11 35 10 6x8 = 5x8 = 2x4 II 2x4 II 5x8 = 4x6 II 8-9-4 12-2-0 12 F 0 18-10-11 21-5 32-0-0 32,y-0 37-0-11 44 8-0 6-9-4 3 4 12 0$-'0 6 4-11 6-8-11 6 4 11 0 -0 5-2-11 7-1-5 Plate Offsets (X,Y)— [3:0-3-0,0-2-0], [6:0-3-0;0-3-01, [8:0-3-8,0-2-4] [9:0-2-12 0-2-0] [10:Ed a 0- 81, [14:0-5-12,0-3-0], [16:0-3-0,0-3-0], [17:0-2-12,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DE FL. in (loc) Vdefl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.82 Vert(LL) -0.37 15-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.93 Verlt(CT) -0.60 15-16 >892 240 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(CT) 0.41 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wi d(LL) 0.38 15-16 >999 240 Weight: 383 lb FT = 20% LUMBER- BRACING. TOPCHORD 2x4 SP No.2 *Except* TO CHORD Structural wood sheathing directly applied or 4-1-2 oc purlins, 8-9: 2x4 SP SS except end verticals, and 2-0-0 oc purlins (2-2-10 max.): 3-8. BOT CHORD 2x4 SP No.2 BO CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: WEBS 2x4 SP No.2 6-0-0 oc bracing: 17-19 OTHERS 2x4 SP No.2 10-0-0 oc bracing: 12-14 WEES 1 Row at midpt 3-20, 8-11, 2-21 Web Brace: Length (member) 4-7-12 (3-17); 6-9-8 (5-17); 6-8-3 (5-15); 5-7-11 (8-14); 3-4-11 (9-10); 6-5-9 (9-11); REACTIONS. (size) 10=Mechanical, 21=Mechanical Max Horz 21=-187(LC 10) Max Uplift 10=891(LC 12), 21=-879(LC 12) Max Grav 10=2095(LC 1). 21=2115(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1880/1206, 3-4=-2997/1906, 4-5=3019/1918, 5-6=3770/2291, 6-7=3770/2 91, 7-8=-3062/1926, 8-9=1633/978, 9-10=2032/1263 BOT CHORD 20-21=-757/1302, 4-17=-415/396, 16-17=-2018/3764, 15-16=-2018/3764, 14-15=-1659/3081,7-14=-1119/722 WEBS 2-20=256/874, 3-20=-1973/1067, 17-20=-1151/2283, 3-17=-1593/2906, 5.17=-1(71/505, 5-16=01322, 6-15=507/417, 7-15=489/970, 11-14=-828/1582, 8-14=-1428/2610, 8-11 =-I 762/1082, 2-21=-2205/1288, 9-11=-892/1723 NOTES- 1) Unbalanced roof live loads have been considered for this design. This Item has been 2) Wind: ASCE 7-10; VuIt=170mph (&second gust) Vasd=132mph; TCDL=4.2psf,, BCDL=6.Opsf; h=151t; II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 4-5-8, Interior(1) B=45ft; L=45ft; eave=5ft; Cat. electronically signed and 45-8 to 8-9-4, Exterior(2) 8-9-4 to sealed by Magid, Michael, PE 15-1-1, Interior(1) 15-1-1 to 37-6-11, Exterior(2) 37-6-1Ito 43-10-8, Interior(1) 43-10-8 to 44-6-4 exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip zone; cantilever left and right using a Digital Signature. DOL=1.60 3) Provide adequate drainage to prevent water ponding. Printed Copies Of this 4) All plates are 3x4 MT20 unless otherwise indicated. document are not considered 5) This truss has been designed for a 10.0 psf bottom chord live load noncwncurrent with any other live loads. signed and sealed and the 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signature must be verified will fit between the bottom chord and any other members, with BCDL = 10.Opsf. On an electronic copies. y P 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 891 1 uplift at joint 10 and 879 lb uplift Miihasl S. Magid PE No.63681 at joint 21. MiTek USA, Inc. FL Cer(6634 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 6804 Parke East Blvd. Tampa FL 33610 Ueti: August 18,2020 ®WARNING -Verity design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I192020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must vedfy the applicability of design parameters and property I corpo a this design into the overall Into building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional emporary and bracing WOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general g idance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/i Quality Crate a, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 1Tampa, FL 36610 Job Truss Truss Type Qty Ply MARTINEZ RESIDENCE T21046887 509898 B6 Roof Special 1 1 Job Reference (optional) 5x6 = 5x6 = 3x8 = 2x4 I I 5x6 = 8.00 123 27 7 3 — 4 — 24 _ 25 5 2 2x4 II 1 23 31 6x8 = O.JJU 5 JUI LL LULU IVII I eK Inausirles, Inc. I Ue AUg 10 U/:44:1 O LULU rage 1 6x16 = 18 33 17 34 5x8 = 2x4 I 32 22 21 20 6x8 = 2x4 II 2x4 11 5x6 = 830 9 15 14 13 35 2x4 11 5x8 = Scale = 1:80.7 36 12 6x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.61 Val LL) -0.31 17-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.97 Vert(CT) -0.52 17-18 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horie(CT) 0.41 12 rile n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Wi d(LL) 0.31 17-18 >999 240 Weight: 406 lb FT = 20% LUMBER- BRP}CING- TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-10-2 oc purlins, 6-9: 2x4 SP SS except end verticals, and 2-0-0 oc purlins (3-1-0 max.): 3-5, 6-9. BOT CHORD 2x4 SP No.2 BO CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: WEBS 2x4 SP No.2 *Except* 6.0-0 oc bracing: 19-21, 14-16 3-19,9-16: 2x6 SP No.2 WEE S 1 Row at micipt 3-22. 9-13, 2-23, 1D-12 OTHERS 2x4 SP No.2 Web Brace: Length (member) 5-6-1 (5-19); 7-10-9 (7-18); 7-10-9 (7-16); REACTIONS. (size) 23=Mechanical, 12=Mechanical Max Horz 23=-234(LC 10) Max Uplift 23=-879(LC 12), 12=-891(LC 12) Max Grav 23=2123(LC 17), 12=2150(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1927/1242, 3-4=-2841/1826, 4-5=2854/1835, 5-6=3528/2211, 6-7=3153/2 18, 7-8=-2622/1706, 8-9=-2607/1697, 9-1 0=-1 78011161 BOT CHORD 22-23=-767/1390, 4-19=-317/287; 18-19=-1812/3403, 17-18=-1739/3312, 16-17=-1739/3312,8-16=-435/387,12-13=-621/1082 WEBS 2-22=-220/832, 3-22=-2280/1270, 19-22=1301/2641, 3-19=1744/3104, 5-19=9 7/489, 5-18=-9781712, 6-18=-670/1230, 7-18=332/84, 7-17=0/399, 7-16=-1031/517, 13-16=1020/2059, 9-16=-1499/2747, 9-13=-1970/1058, 10-13=-287/923, 2-23=-2217/1273, 10-12=-2151/1254 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=45ft; eave=5ft; cat. This item has been II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 4-9-7, Interior(1) 4 9-7 to 9-5-4, Exterior(2) 9-5-4 to electronically signed and 13-10-14, Interior(1) 13-10-14 to 17-9-4, Exterior(2) 17-9-4 to 22-2-14, Interior(1) 22-2-14 to 35-6 11, Exterior(2) 35-6-11 to 40-0-7, sealed by Magid, Michael, PE Interior(1) 40-0-7 to 44-6-4 zone; cantilever left and right exposed ;C-C for members and forces MWFRS for reactions shown; using a Digital Signature. LumberDOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. Printed Copies Of this 4) All plates are 3x4 MT20 unless otherwise indicated. document are not Considered 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. signed and Sealed and the ` 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signature must be verified will fit between the bottom chord and any other members, with BCDL = 10.0psf. on an electronic copies. y p 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 879 lb uplift at joint 23 and 891 lb uplift Michaat S. Magid PE'No.53681 at joint 12. MiTek USA Inc. FL Cett 66U 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the tbp and/or bottom chord. 6904 Parke East Blvd. Tampa FL 33610 Dati:. August 18,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-74 3 rev. 51IM020 BEFORE USE. Design valid for use onty with MTekO connectors. This design Is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property incorpoi ate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and, property damage. For general g{Iidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSV7F11 Quality Cdtef a, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safetylnformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply MARTINEZ RESIDENCE T21046888 509898 67 Roof Special 1 1 Job Reference (optional) rvuaua wmuar UUmpary, raim oay, rL - azauo, ti.33U 5 Jul 22 2U2U MITek industries, Inc. TUB Aug 18 07:44:20 2020 Page 1 7.5.d 9-9-n �a_u �o-a-a ID:LOrpZy2oOYgAgw5iBVEk64ynvAf-UVpLVPcMH6oKSSHDZS1BbRVINXLgiSOdAhv9tZymgrP 1111- 7-5-4 4-8-12 2.3.4 5-4-0 16-3-6 6-3-6 -2-11 54 :14 5-8-6 Scale = 1:80.4 ` 5x8 = 3x8 = 5x6 = 5 �25 6 26 27 28 7 5x6 = 6.00 12 2x4 II 5x6 — 2 3 24 29 8 30 23 4x6 Sx6 i 22 9 1 ucr, 31 5x8 = 7 14 6x12 = 18 31 15 32 0 d 5x8 = 2x4 II 05 21 20 19 18 12 11 10 13 4x6 II 5x8 = 2x4 II 2x4 II 5x8 = 3x6 II 14-5-4 7S4 12-2-0 12 0 19-9-4 26-0-10 32-0.0 3-&11 38-11-10 44-8-0 7S-0 4$12 5-0-0 63-6 5-11E 16.11 5-0-14 SA-0 1 11-4 Plate Offsets (X,Y)— [1:0-2-12,0-2-0], [2:0-3-8,0-2-4], [5:0-3-0 0-2-0], [7:0-3-0,0-2-0], [14:0-2-12 0-2-12] [16:0-4-0 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.81 Vert(LL) -0.29 16-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.94 Vert(CT) -0.54 16-17 >992 240 BCLL 0.0 Rep Stress Incr YES WB 1.00 HoF(CT) 0.33 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wi d(LL) 0.30 16-17 >999 240 Weight: 383 lb FT = 20% LUMBER- B CING- TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 1-2,5-7: 2x4 SP SS except end verticals, and 2-0-0 oc purlins (2-11-7 max.): 24, 5-7. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: WEBS 2x4 SP No.2 10-0-0 oc bracing: 17-19, 12-14 OTHERS 2x4 SP No.2 WEE S 1 Row at midpt 2-20, 6-14, 8-11. 1-21 Web Brace: Length (member) 4-9-12 (2-17); 5-2-6 (4-16); 7-11-7 (6-16); 6-2-13 (1-20); 3-4-11 (9-10); REACTIONS. (size) 21=Mechanical, 10=Mechanical Max Horz 21=281(LC 10) Max Uplift 21=-876(LC 12). 10=-8B2(LC 12) Max Grav 21=2100(LC 1), 10=2109(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1830/1056, 2-3=-3357/2105, 3-4=3369/2106, 4-5=3304/2044, 5-6=-2860/1 27, 6-7=-2194/1481, 7-8=-2527/1570, 8-9=1481/876, 1-21=2033/1240, 9-10=2058/ 239 BOT CHORD 20-21=-274/308, 16-17=-2169/3786, 15-16=-1486/2865, 14-15=-1486/2865, 7-14=-328/693 WEBS 2-20=1845/1186, 17-20=1075/1948, 2-17=-1551/2794, 4-17=-900/595, 4-16=-1 53/922, 5-16=-534/1039, 6-16=-343/204, 6-15=0/386, 6-14=-1126/607, 11-14=-741/1413, B-14=-562/1324, 8-11 =-1 808/1100, 1-20=-921/1793, 9-11=-935/1762 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.0psf; h=15ft; B=45ft; L=45ft; eave=5ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 4-7-6, Interior(1) 4 7-6 to 7-5 4, Exterior(2) 7-5-4 to This item has been 12-0-4, Interior(1) 12-04 to 19-94, Exterior(2) 19-9-4 to 24-2-14, Interior(1) 24-2-14 to 33-&11, Exterior(2) 33-6-11 to 38-0-5, electronically signed and Interior(1) 38-0-5 to 44-6-4 zone; cantilever left and right exposed ;C-C for members and forces 9 MWFRS for reactions shown; sealed by Magid, Michael, PE Lumber DOL=1.60 plate grip DOL=1.60 using a Digital Signature. 3) Provide adequate drainage to prevent water ponding. Printed this 4) All plates are 3x4 MT20 unless otherwise indicated. Copies Of 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other I've loads. document are not considered 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the will fit between the bottom chord and any other members, with BCDL = IO.Opsf. signature must be verified 7) Refer to girder(s) for truss to truss connections. On an electronic copies. y. P 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 876 Ib uplift at joint 21 and 882 lb uplift at joint 10. Michael S. Magid PE No.53681 Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. MIT9) 16904 USA, Inc. 8904 Parke East Blvtl. Tampa FL 33610 Blvd. Tampa Datk . August 18,2020 A WARNING -Verify design parematers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal Injury and property damage. For general g(Adance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITP11 Quality Crite a, DSB-99 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply MARTINEZ RESIDENCE T21046B89 509898 C1 Hip Girder 2 1 Job Reference (optional) ,Y, , o,,,, .,ar, 6.o0 12 1 2x4 = 3x8 11 o.JJU 5 Jul LL LULU IVII I eK Inausifles, Inc. I ue Aug 1 o uf:44:zi LULU vage 1 ID:LOrpZy2oOYgAgw5iBVEk64ynvAf-yhNj ild_2PwB4csQ79YNBe1 etxtGR86mPLeiP7ymgrO 4x4 I = 2 42x4 111 Scale = 1:14.4 3 Id 2x4 = 3x8 I I LOADING (psf) SPACING- 2-0-0 CSI. DEl L. in (loc) Udefl Ud TCLL 30.0 Plate Grip DOL 1.33 TC 0.12 VeLL) -0.00 9 >999 360 TCDL 7.0 Lumber DOL 1.33 BC 0.15 VeCT) -0.01 9 >999 240 BCLL 0.0 Rep Stress Incr NO W8 0.01 Ho(CT) 0.00 3 file n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wi(LL) -0.01 4 >999 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 REACTIONS. (size) 1=0-8-0, 3=0-8-0 Max Horz 1=-61(LC 6) Max Uplift 1=-123(LC 8), 3=123(LC 8) Max Grav 1=31O(LC 36). 3=31 O(LC 37) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 25 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h= 15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; 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 ive 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 123 Io uplift at joint 1 and 123 lb uplift at joint 3. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load s) 299 lb down and 170 lb up at 3-0-0 on top chord, and 47 lb down and 50 lb up at 2-10-8, and 32 lb down and 34 lb up at 3-1-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=74, 2-3=74, 5-9=20 This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Midhail S. Magid PE No.63991 MiTek USA, Inc. FL CeR'8834 .6904 Park6 East Blvd, Tempi FL 33010 Date: August 18,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-74I rev. 6/192020 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and Is for an indiwtlust building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorpo a this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional I�mporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rFI1 Quality Crfterie, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suhe 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply MARTINEZ RESIDENCE T21046890 509898 CA Corner Jack 18 1 Job Reference (optional) n000..a ..urn or....,,iron y, _M .,ay, � � - o�ow, o.00u b uw cc cucu rvu r en rnuusmes, inc. rue Aug 18 07:44;22 2020 rage i D:LOrpZy2oOYgAgw5iBVEk64ynvAf-Qtx5v5dcpj22imRcht3chsanELBeAbZwd70FxRymgrN 1-0-0 1.0-0 Scale: 1.5"=1' 6.00 12 2 1 m d 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DE TCLL 30.0 Plate Grip DOL 1.33 TC 0.15 Vet TCDL 7.0 Lumber DOL 1.33 BC 0.27 Vet BCLL 0.0 Rep Stress Incr YES WB 0.00 Hoi BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER- BRA TOP CHORD 2x4 SP No.2 TOP BOT CHORD 2x4 SP No.2 BOI REACTIONS. (size) 2=Mechanical, 3=Mechanical Max Horz 2=75(LC 1), 3=79(LC 12) Max Uplift 3=-90(LC 12) Max Grav 3=101(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VuK=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; Cantilever left and H! 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 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a 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 90 It 3 in (loc) Vdefl Ud PLATES GRIP -0.00 6 n/r 120 MT20 244/190 -0:00 6 n/r 120 0.00 n/a n/a Weight: 4 lb FT = 20% CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1511; B=45ft; L=24ft; eave=oft; Cat. ht exposed ;C-C for members and ive loads. rectangle 3-6-0 tall by 2-0-0 wide at joint 3. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53681 M1Tek usx Inc. FL Cer 6634 6904 Parkefast Blvd. Tampa FL 33610 Data: August 18,2020 A WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 511=020 BEFORE USE. ' Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional t mporary and permanent bracing iwiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. Forgers ral g idance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Cris a, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain. Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss City Ply MARTINEZ RESIDENCET21046891 1T,_u's_sTJy.pe 509898 CAC Coerck 8 1 Job Reference (optional) o. oou b Jul LG - Ivll1 uK III-11lub, Illu. I ue Hug to ut;":LL eueu rage i Scale = 1:7.0 6.00 12 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DE FL. in (roc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.06 Ve (LL) -0.00 6 n/r 120 MT20 244/190 TCDL 7:0 Lumber DOL 1.33 BC 0.05 Ve (CT) -0.00 6 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Ho (CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 3 lb FT = 20% LUMBER- B CING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. REACTIONS. (size) 2=Mechanical, 3=Mechanical Max Horz 2=88(LC 1), 3=92(LC 12) Max Uplift 2=-83(LC 12) Max Grav 2=94(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; 11115ft; 6=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2).zone; cantilever 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 psf bottom chord live load ncnconcurrent with any other ive 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 83 lb uplift at joint 2. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53681 MITek USA, Inc. FL Cert 6634 6904 Parke Eart Blvd. Tampa FL 33010 biit6: August 18,2020 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119=20 BEFORE USE. ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 t3mporary and permanent bracing iviiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general gVidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITPif Quality Criteria, DSO-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Informatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 i Job Truss Qty Ply MARTINEZ RESIDENCE TnssType T21046892 509898 CAE Jack 4 1 Job Reference (optional) Na, iy, rani. uay, r� - oca��, B.JJV 5 JUI LC NLU IYII I BK Ir1UU5[rle5, inc. I Ue Aug 1 tl U/:44:'L.i LULU Yage 1 D:LOrpZy2oOYgAgw5iBVEk64ynvAf-u4UT7ReEalAvJvOoFabrD37_lkbEv2p3sf7pUuymgrM 6.00 12 2 1 d v 3 2x4 = Scale = 1:7.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.06 Ver�(LL) -0.00 6 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.05 Vert(C-r) -0.00 6 n/r 120 BCLL 0.0 Rep Stress ]nor YES WB 0.00 Ho (CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 3 lb FT = 20% LUMBER- B �CING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BO CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) 2=Mechanical, 3=Mechanical Max Horz 2=88(LC 1), 3=92(LC 12) Max Uplift 2=-83(LC 12) Max Grav 2=94(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever 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 psf bottom chord live load nonconcurrent with any other ive 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 83 Ib, uplift at joint 2. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53881 MITek USA, Inc. FL Cart 6634 . 6804 Parke East Blvd. Tampa FL 33610 Date: August 18,2020 AWARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5I182020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not ��' a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional i emporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general g jidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Critter ra, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type Qty Ply MARTINEZ RESIDENCET21046893 Tcr.u-'S.rJack 509898 CJ3 14 1 Job Reference o tional 0.0ou b dill GG GULu IVII I UK If Iuublr lub, Irlu. I Ua HUg l O U1:44[L4 LULU rage -I Scale = 1:13.1 3 3x6 I 6.00 12 2 l l N I t; 1 4 2x4 = 3.6 115 2 3-0 , 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEfL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.33 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.43 Ver}(CT) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.11 Ho (CT) 0.04 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Witd(LL) -0.00 4-5 >999 240 Weight: 12 Ito FT = 20% LUMBER- B ING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 Max Horz 5=91(LC 12) Max Uplift 3=-198(LC 1), 4=228(LC 1), 5=-477(LC 12) Max Grav 3=110(LC 12), 4=140(LC 12), 5=710(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-376/643 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h 15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and ri ht 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 I Iva 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 198 13 uplift at joint 3, 228 lb uplift at joint 4 and 477 Ib uplift at joint 5. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53681 MIT®k USA, fiho. FL Cert e634 _ e904 Parka East Blvd. Tampa FL 33610 Data: August 18,2020 ,A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-74 3 rev. 511192020 BEFORE USE. ' Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorpofate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional i eemporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general gjlidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/f Quality Crite a, DSB-99 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply MARTINEZ RESIDENCE T21046894 509898 CJ3E Corner Jack 4 1 Job Reference o tional i iuueus Luniuer UUm Pany, raim Day, PL - 3LHUD, D.3;JU S Jul 2Y 2U2U MI I eK InOUstries, Inc. I Ue AUg 18 U1:44:24 2U2U Pagel 3 6.00 12 2x4 II 111 2 Fil 2x4 II 5 1-841 ,I 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DE L. in (loc) I/dell Ud TCLL 30.0 Plate Grip DOL 1.33 TC 0.13 Ve�(LL) 0.00 5 >999 360 TCDL 7.0 Lumber DOL 1.33 BC 0.17 Ve (CT) 0.00 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr YES W8 0.06 HorIz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Wt Id(LL) -0.00 4-5 >999 240 LUMBER- B CING- Scale: 1"=l' PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 Max Horz 5=89(LC 12) Max Uplift 3=-31(LC 9). 4=-51(LC 20), 5=-232(LC 12) Max Grav 3=23(LC 10), 4=4(LC 12), 5=321(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=189/319 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and HE exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate g ip DOL=1.60 2) This truss has been designedfor a 10.0 psf bottom chord live load nonconcurrent with any other ive 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 31 Ib uplift at joint 3, 51 lb uplift at joint 4 and 232 lb uplift at joint 5. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53681 wilt USA, Inc. FL ced6834 • 8804 Parke East Blvd. Tampa FL 33810 Date:. August 18,2020 A WARMNG -Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/192020 BEFORE USE.�� Design valid for use only with Mi rek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional t mporary and permanent bracing M!Tek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general g Nance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITP11 DuaW Cffte a, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 I I r Job Truss Truss Type City Ply MARTINEZ RESIDENCE T21046895 509898 CJ3P Comer Jack 4 1 1 Job Reference o tional i �uuoua wnwei wmPany, rann oay, rL - oAvu�, CA3U s JUI ZZ ZUZU MI I eK Industries, Inc. 1 us Aug 16 Uf:4420 ZUZU I -age 1 3 3x6 II 6.00 12 2 d N N n 1 4 2x4 = 3x6 115 Scale = 1:13.1 2-SO 1 0." LOADING (psf) SPACING- 2-0-0 CSI. DEfL. in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.33 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.43 Ver (CT) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.11 Ho (CT) 0.04 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wi l -0.00 4-5 >999 240 Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 Max Horz 5=91(LC 12) Max Uplift 3=-198(LC 1), 4=228(LC 1), 5=-477(LC 12) Max Grav 3=110(LC 12), 4=140(LC 12), 5=710(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-376/643 NOTES- 1) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h 15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterjor(2) zone; cantilever left and right exposed; porch left exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 198 I b uplift at joint 3, 228 Ito uplift at joint 4 and 477 lb uplift at joint 5. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michail S. Magid PE No.53881 MITek USA br. FL Cerf6634 6904 Parke East Blvd. Tampa FL 33610 Date:. August 18,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/192020 BEFORE USE. Design valid for use onlywith MTeM connectors. This design is based only upon parameters shown, and is for an Indiv dual building component, not a truss system. Before use, the building designer must verilythe applicability of design parameters and properly incorporate building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional this design Into the overall Temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general g Idance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP/r Quality Cdte e, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type y Ply MARTINEZ RESIDENCE ` T21046896 509898 CJ5 Comer Jack p 1 Job Reference (optional) w�cua �w noel wu�Nci iy, rann oay, 11 - ocava, 1 t1.d3U s JUI zz xuzu mi I eK maustries, inc. I ue Aug 1 d U/:44:Zb ZUZU rage 1 ID:Lor Zy2oOYgAgw5iBVEk64ynvAf-gScEY7gV5eQdZD9BM7dJIUCGEYD5NxOMJzcwYmymgrK 5-M 5-0-0 9 2x4 = 6.00 12 2x4 II 10 2 2x4 II 3 4 Scale = 1:18.9 2-0-0 2 4-0 2-0-0 b-0-0 5-0-0 2-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEill(CT) L. in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.29 VeLL) 0.01 4-5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.28 Ve 0.01 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.08 Ho (CT) -0.06 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wi d(LL) -0.01 4-5 >999 240 Weight: 18 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 Max Horz 5=152(LC 12) Max Uplift 3=65(LC 12), 4=22(LC 1), 5=264(LC 12) Max Grav 3=68(LC 17), 4=35(LC 10), 5=455(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=288/106 BOT CHORD 1-5=-109/282 WEBS 2-5=-298/474 Structural wood sheathing directly applied or 5-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Dpsf; h= 1511; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-1-0 to 2-11-0, Interior(l)2-11-0 to 4-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DO =1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 65 lb uplift at joint 3, 22 lb uplift at joint 4 and 264 lb uplift at joint 5. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53881 Mliell USA, Inc. Fill Ceri 8834 . 69114 Parki East Blvd. Tampa FL 33610 Date: August 18,2020 A WARNING -Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51192020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional this design Into the overall 1 amporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general g ildance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criter a, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply MARTINEZ RESIDENCE T21046897 509898 CJ5E Comer Jack 2 1 Job Reference (optional) 0.33V 5 Jul LL LUL 5-0-0 U MI I eK moUsineS, Inc. I Ue Aug 1 ti ut:44:zti ZU2u rage 1 ID: LOrpZy2o0YgAgw5iBVEk64ynvAf-IfAcISg7syYUANkNwiSYrilRoyZv6NSVYdMT4CymgrJ 6.00 12 9 2x4 I I 2 1 2x4 = 5 3x6 I I 14-0 .148-0 . 3 4 Scale = 1:17.9 LOADING (psf) SPACING- 2-0-0 CSI. DE I L. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.30 Ve (LL) 0.03 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.24 Ve (CT) 0.02 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Ho (CT) -0.03 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 17 lb FT = 20% LUMBER- BRA ING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 Max Horz 5=150(LC 12) Max Uplift 3=-102(LC 12), 4=62(LC 9), 5=-255(LC 12) Max Grav 3=104(LC 17), 4=49(LC 3), 5=351(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-293/120 BOT CHORD 1-5=-108/284 WEBS 2-5=-277/400 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h= 15ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-0-2 to 2-11-14, Interior(') 2-11-14 to 4-11-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions hown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 I uplift at joint 3, 62 Ib uplift at joint 4 and 255 lb uplift at joint 5. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any, electronic copies. Michael S. Magid PE No.53861 MhTekUSA Inc.FLCetf9634 6904 Parke EastBlvd. Tampa FL 33610 Date: August 18,2020 A WARNING -Verify design parametersend READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-741i rev. 5/192020 BEFORE USE. ' Design valid for use only with MiTeke connectors. This design Is based only upon parameters shown, and Is for an Indll dust building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorpo a this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and. property damage. For general g{lidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality CAterle, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type MARTINEZ RESIDENCE T21046898 509898 CJ5F Comer Jack �Qty 2 JPly 1 Job Reference o tional ,........., �..,,,..�, ..,. „ro„y, , .".. oy, -,. -. , I o.00u s aul zz zuzu wrr I eK inuusLnes, Inc. i ue Aug l o ut:":zt zuzu rage i I ID: LOrpZy2oOYgAgw5iBVEk64ynvAf-nrk zohldFgLoXJZUQfnNvHatMtOrrofnH50dfymgrl 3-8-0 3-8-0 i Scale = 1:17.2 6.00 12 5 3 4 3x4 II 3-8-0 3-8.0 LOADING (psf) SPACING- 2-0-0 CSI. DE FL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.41 Ve (LL) 0.04 3-4 >920 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.38 Ve (CT) -0.01 3-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Ho (CT) -0.04 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MR Weight: 13 lb FT = 20% LUMBER- BRA TOP CHORD 2x4 SP No.2 TOP BOT CHORD 2x4 SP No.2 WEBS 2x6 SP No.2 BOi REACTIONS. (size) 4=0-8-0, 2=Mechanical, 3=Mechanical Max Horz 4=102(LC 12) Max Uplift 4=-91(LC 12), 2=117(LC 12), 3=-74(LC 12) Max Grav 4=159(LC 1), 2=117(LC 17), 3=63(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1 left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a 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 91 It 2 and 74 lb uplift at joint 3. Structural wood sheathing directly applied or 3-8-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 5ft; B=45ft; L=24ft; eave=4ft; Cat. 3-2-12 to 3-7-4 zone; cantilever town; Lumber DOL=1.60 plate grip re loads. ectangle 3-6-0 tall by 2-0-0 wide at joint 4,117 lb uplift at joint This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michaal S. Magid RE No.53681 MlTek USA; Inc. FC Cert 6634 6904 Parke East Blvd, Tampa FL 33610 bate: August 18,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general g ildance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 Quality Crfterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suile 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply MARTINEZ RESIDENCE T21046899 509898 CJ5P Comer Jack ' 2 1 Job Reference (optional) I IUU.UJ LWIlutl1 V.Mpalry, rann Day, rL-0ZWO, 9 1 2x4 = 0.06U 5 JUI LL CUGU IYII I8K inciusine9, Inc. I ue Aug l0 Ur:44:Lr LULU rage i ID: LOrpZy2oOYgAgw5iBVEk64ynvAf-nrk_zohldFgLoXJZUQfnNvHcwMtXrgafnH50dfymgrl 3 6.00 12 2x4 I I 10 2 `v N 4 2x4 II Scale = 1:18.9 LOADING (psf) SPACING- 2-0-0 CSI. DE L. in (loc) Weill L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.28 Ve (LL) 0.01 4-5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.35 Ve (CT) 0.01 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.08 Hori(CT) -0.06 3 n/a n/a BCDL 10.0 Code FBC2017frPI2014 Matrix -MP Win (LL) 0.01 4-5 >999 240 Weight: 18 lb FT = 20% LUMBER- BRA TOP CHORD 2x4 SP No.2 TOP BOT CHORD 2x4 SP No.2 BOT WEBS 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 Max Horz 5=152(LC 12) Max Uplift 3=-69(LC 12), 4=57(LC 18), 5=-321(LC 12) Max Grav 3=65(LC 17), 4=17(LC 3), 5=455(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-280/107 BOT CHORD 1-5=-109/282 WEBS 2-5=-298/446 Structural wood sheathing directly applied or 5-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h= 15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-1-0 to 2-11-0, Interior(1) 2-11-0 to 4-11-4 zone; cantilever left and right exposed; 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 I ve 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 69 lb uplift at joint 3, 57 lb uplift at joint 4 and 321 lb uplift at joint 5. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. M16hul S. Magid PE'No.63881 MITek U$A, iric: FLOert'6634 tkI4 Parki Eect Blvd. Tampa FL 33610 Dato: August 18,2020 ®WARNING - Vedry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I19r1020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorpo building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional building component, not a this design Into the overall I !mporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general g4ldance regarding the fabdcation, storage, delivery, erection and bracing oftrusses and truss systems, see ANSVrPif Quality Criteda, DSB-89 and SCSI Building Component Safety/nformadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 6904 Parke East Blvd. Tampa, FL 36610 Job ss Truss Type oty Ply MARTINEZ RESIDENCE T T21046900 509898 Half Hip Girder 1 2 Job Reference (optional) • •---••- --• ••--• "- •r•- �i ��� ^ ��+n - �����,1 o.oav s dw L 4UZU wa I arc 1nau5u1e5, inc. 1 ue Hug l a u/:44:3o zuzu rage 1 ID:LOrpZy2o0YgAgw5iBVEk64ynvAf-YOD7eXnmljhCmWx5ofibcyeaVyjJugdW1 RvBymgrA • L7-n o_f n 119_a 1f111_7 022» nn n e n• n . .n � ... ..... .. 3.3-15 Scale = 1:81.0 NAILED NAILED NAILED NAILED NAILED NAILED 6x8 = NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED _ 4x4 = 5x6 = NAILED 7x8 NAILED 5x6 = NAILED 4x8 =NAILED 7x8 _ 5x6 6.00 12 NAILED NAILED 4 5 8 7 9 0 1 3 33 5 6 71 8 42 913 8 39 0 41 44 10 11 45 46 47 48 28 4x6 i 0°� I 2x4 II 3 �"] 2 ,,,, 53 54 55 18 58 57 24 23 2251 3x6 = 49 50 5221 20 NAILED 412 = NAILED 3x6 6x8 = 3x4 II NAILED NAILED NAILED 5x12 — NAILED FASTEN TRUSS TO BEARING FOR THE NAILED NAILED GRAVITY UPLIFT REACTION(S) SHOWN WHILE PERMITTING NO UPWARD NAILED MOVEMENT OF THE BEARING. REFER TO NOTE 11 ON PAGE 2. 58 59 I 16 1560 61 14 62 3x4 11 4x6 5x8 = NAILED NAILED NAILED NAILED NAILED NAILED 63 13 64 65 66 12 NAILED5x8 =NAILED 3x6 II NAILED NAILED I¢ Plate Offsets (X,Y)— [1:Edge,0-0-1],[4:0-3-0,0-2-7],[7:0-4-0,0-4-8] [10:0-4-0,0-4-8],[17:0-6-0 0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Udefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.42 Ve (LL) -0.19 16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.82 Ve (CT) -0.34 17-18 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.70 Ho (CT) 0.06 12 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Win (LL) 0.26 17-18 >999 240 Weight: 631 lb FT = 20% LUMBER - TOP CHORD 2x6 SP No.2 *Except* 1-4: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (size) 12=Mechanical, 22=0-8-0, 24=0-8-0 Max Horz 24=271(LC 8) Max Uplift 12=-1621(LC 8), 22=-4495(LC 8), 24=1339(LC 18) Max Grav 12=2577(LC 18), 22=6503(LC 1), 24=513(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-178/271, 2-3=85/258, 3-4=-1278/2584, 4-5=-2447/3961, 5-6=-1047/1661, 6-7=-3021/1797, 7-8=-3021/1797, 8-9=5036/3105, 9-10=2749/1733, 10-11=27 11-12=-2466/1616 BOT CHORD 23-24=-1345/515, 22-23=-2299/1107, 6-19=-3225/2149, 18-19=-1629/1030, 17-18=-3139/5099, 8-17=-56/479, 14-15=-186/291, 13-14=-2487/3986 WEBS 3-23=-1208/754, 4-23=-1007/958, 4-22=-3057/2370, 5-22=-2753/1763, 19-22=-3 5-1 9=-1 977/3247, 6.18=-3207/5252, 7-18=-986/845, 8-18=-2363/1522, 14-17=-2343/3768, 9-17=-750/1274, 9-14=-473/443, 9-13=-1579/962. 10-13=87 11-13=-2190/3468, 3-24=-979/2005 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 cc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h= II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; porch left exg grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other Ii 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1621 joint 22 and 1339 lb uplift at joint 24. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the 1 Structural wood sheathing directly applied or 6-0-0 cc purlins, except end verticals, and 2-0-0 oc purlins (6-D-0 max.): 4-11. Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 10-0-0 cc bracing: 19-21, 15-17 2/2448, LOAD CASE(S) section. Ply to 5ft; B=45ft; L=47ft; eave=6ft; Cat. tsed; Lumber DOL=1.60 plate loads. jangle 3-6-0 tall by 2-0-0 wide uplift at joint 12, 4495 lb uplift at and/or bottom chord. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on, any, electronic copies. Michatll S. Magid PE No.53681 M]Tek USA, Inc. FL Cett 6634 6904 Parke Est Blvd. Tampa FL 33810 Data: . August 18,2020 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-74i3 rev. 5119/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not• a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional I¢mporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general gryidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 quality Cdterrll2, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Qty Ply MARTINEZ RESIDENCET21046900 FrussType 509898 D1 ip Girder 1 2 Job Reference (optional) Tibbetts Lumuer Gompany, ralm nay, rL - 3Zau0, 8.330 s Jul 22 2020 MiTek Industries, Inc. Tue Aug 18 07:44:35 2020 Page 2 'NOTES- ID:LOrpZy2oOYgAgw5iBVEk64ynvAf-YOD?eXnmljhCm Iw6x5ofibcyeaVyjJugd W1 RvBymgrA 11) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearing 24. Building designer must provide for uplift reactions indicated. 12) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) -25=-20, 20-21=-20, 17-19=20, 15-16=-20, 12-15=20 Vert: 1-4=74, 4 11=74, 21 Concentrated Loads (lb) Vert: 4=-123(B) 23=52(B) 14=-54(B) 9=-123(B) 29=-123(B) 30=123(B) 31=123(13) 33=-131(B) 34=131(B) 35=-131(B) 36=-131(B) 37=131(B) 38=-131(B) 39=-131(B) 41=123(B) 43=123(B) 44=123(121) 45=123(B) 46=123(B) 47=-123(B) 48 123(B) 49=260(B) 50=-52(B) 51=54(B) 52=54(B) 53=-60(B) 54=-60(B) 55=-60(B) 56=-60(B) 57=60(B) 58=60(B) 59=-60(B) 60=-54(B) 61=54(B) 62=54(B) 63=-54(B) 64=-54(B) 65=54(B) 66=54(B) A WARNING -Vedy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 Design valid for use only with MTekO connectors. This design Is based only upon parameters shown, and Is for an Individual rev. 6119MO20 BEFORE USE. building component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and propertyincorpor a this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional t mporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PN Quality Criterje, DSB-99 and BCS/Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 I Tampa, FL 36610 Job Truss Truss Type I Ply MARTINEZ RESIDENCE T21046901 509898 D2 Hip �Qty 1 1 Job Reference (optional) nuuoua ­muer � ....Per iy, roan oay, 11-d ..' ' r 2.4-0 , 6-8-0 r 11.0-0 124-0. 6x8 = 4x4 = 5x6 = 7x8 = 6.00 12 4 5 6 3 31 7 2x4 II 3 3x6 i 28 2 rn 1 9 �, 18 24 23 22 215x120 = 5x8 = 06 = 2x4 II 3x8 = 6x8 = 0.00U 5 JUI LL LULU MI I eK IncusTrles, Inc. I ue Hug l it Ur:44::1r LULU Page 1 Scale = 1:81.0 5x6 = 4x8 = 7x8 = 5x6 = 832 m 33 9 10 34 11 I6 17 5x12 = 16 15 14 13 12 4x6 = 48 = 3x6 II LOADING (psf) SPACING- 2-0-0 CSI. DEI L. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.77 Ver (LL) -0.15 16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.64 Ve (CT) -0.26 17-18 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.99 Ho (CT) 0.05 12 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wi d(LL) 0.15 16 >999 240 Weight: 351 lb FT = 20% LUMBER- B ING- TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, 1-4: 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (4-11-12 max.): 4-11. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-2-15 oc bracing. Except: WEBS 2x4 SP No.2 10-0-0 cc bracing: 19-21, 15-17 OTHERS 2x4 SP No.2 WEES Web Brace: Length (member) 5-9-14 (6-18); 5-9-14 (8-18); REACTIONS. (size) 12=Mechanical, 24=0-8-0, 22=0-8-0 Max Horz 24=331(LC 12) Max Uplift 12=-580(LC 12), 24=-579(LC 22), 22=1642(LC 12) Max Grav 12=1377(LC 22), 22=3175(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-284/1024, 3-4=-115/1020, 4-5=784/1479, 5-6=-266/460, 6-7=-1376/674, 7-8=-1376/674, 8-9=-2146/1089, 9-10=-1208/638, 10-11=1208/638, 11-12=-132 /785 BOT CHORD 23-24=-265/115, 22-23=-1236/590, 6-19=-1619/1000, 18-19=-449/262, 17-18=-1 96/2164, 13-14=892/1745 WEBS 2-24=0/644, 2-23=889/255, 3-23=398/462, 4-23=-1041/805, 4-22=-1270/1091, 5-22=1441/819, 19-22=-1437/749, 5-19=-858/1643, 6-18=1123/2168, 7-18=52 (437, 8-18=964/520, 14-17=-855/1663, 9-17=-267/531, 9-13=753/374, 10-13=-483/431, 11-13=-874/1651 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.0psf; h 15ft; B45ft; L=471t; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-1-0 to 4-7-0, Interior' 147-0 to-1 1-0-0, Exterior(2) 11-0-0 to 17-7-3, Interior(1) 17-7-3 to 46-6-4 zone; cantilever left and right exposed ; porch left 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 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other I've loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 580 Ito uplift at joint 12, 579 Ito uplift at joint 24 and 1642 lb uplift at joint 22. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael & iNagid PE No.53681 MiTek USA, Inc. FL Cer 6634 66D4 Parke East Blvd. Tampa FL 33610 Doti: . August 18,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. W 92020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorpo building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional I ate this design Into the overall eemporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general gjridance regarding the fabdcaflon, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/1 Quality Criterlla, DSB-89 and BCS/Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf. MD 20601 Tampa, FL 36610 Job Truss Truss Type city Ply MARTINEZ RESIDENCE T21046902 509898 D3 Hip 1 1 Job Reference (optional) „vvv,w wo,o, vv,uNairy, rams oay, --o , 2-4-0 , 7.8.0 12.4-0 13.1 5x6 = 4x4 II 6.00 12 4 5 3x6 i 3 3 31 3x6 6 30 2 N 1 d 24 46 = 2x4 II LOADING (psf) TCLL 30.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 3-2-15 3x6 = 6 — - 19 23 22 21 4x6 = 4x6 = 5x8 = 3x4 6x6 = 2x4 II 2x4 II 16-2-15 moJU 5 Jul zz LULU MI I eK Inaustries, Inc. I Ue Aug 1 d U(:44:41 LUZU Pagel 2x4 16x12 MT20HS = 7 _ _ 8 35 36 17,�:= 18 6x8 = 3x10 = 16 15 3x4 II Scale = 1:81.0 4x6 3x8 = 5x8 = 9 37 — — — 10 11 14 38 13 12 4x6 = 5x8 = 3x6 I I SPACING- 2-0-0 CSI. DE1 L. in (loc) Vdefl Lid PLATES GRIP Plate Grip DOL 1.33 TC 0.92 Ve (ILL) -0.28 21 >999 360 MT20 244/190 Lumber DOL 1.33 BC 0.73 Ve (CT) -0.57 21 >725 240 MT20HS 187/143 Rep Stress Incr YES WB 0.98 Ho (CT) 0.03 12 n/a n/a Code FBC2017/TPI2014 Matrix -MS Wr d(LL) 0.16 16 >999 240 Weight: 332 Ito FT = 20% REACTIONS. (size) 12=Mechanical, 24=0-8-0, 22=0-8-0 Max Horz 24=330(LC 12) Max Uplift 12=-644(LC 12), 24=-423(LC 12), 22=1294(LC 12) Max Grav 12=1534(LC 22), 24=419(LC 21), 22=2521(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=0/316, 3-4=335/558, 4-5=-170/453, 5-6=1079/644, 6-7=-1880/1054, 7-8=-1880/1054, 8-9=-2268/1265, 9-10=-474/360, 10-11=535/315, 11-12=1544 BOT CHORD 23-24=-291/184, 22-23=-345/0, 19-20=307/207, 18-19=546/1079, 17-18=1172 13-14=-878/1639 WEBS 2-24=-314/482, 2-23=-263/47, 3-23=353/145, 3-22=-428/797, 14-17=-865/1540, 9-17=4101796, 9-13=-1540/815, 10-13=-157/253, 11-13=742/1372, 20-22=212 4-20=376/441, 5-20=-1762/980, 6-19=1293/847, 7-18=378/314, 8-18=-583/34( 6-18=637/1176, 5-19=-1060/1957 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (3-0-4 max.): 5-10. Rigid ceiling directly applied or 5-5.13 oc bracing'. Except: 10-0-0 oc bracing: 15-17 1 Row at midpt 9-13. 4-22 Web Brace: Length (member) 5-7-3 (5-19); NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h-15ft; to-13 L=47ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-1-0 to 4-7-0, Interior(1)�7-0 to 13-0-0, Exterior(2) 13-0-0 to 19-7-3, Interior(1) 19-7-3 to 44-3-15, Exterior(2) 44-3-15 to 46-6-4 zone; cantilever left and right exposed ; porch left 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 for a 10.0 psf bottom chord live load nonconcurrent with any other I ve loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 644 lb uplift at joint 12, 423 lb uplift at joint 24 and 1294 lb uplift at joint 22. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any, electronic copies. Michael S. Magid PE No.53681 MTek USA, Inc. FL 10 6634 6904 Parke East Skid. Tampa PL 33610 bate: August 18,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 101II-741 3 rev. 51192020 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an Indivl77dual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propertyincorpotate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional I eemporary and permanent bracing iviiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general gpidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTP11 Quality CAtot'a, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Tr Truss Truss Type Qty Ply MARTINEZ RESIDENCE T21046903 509898 Hip 1 1 Job Reference (optional) r i00enb Lumber U0rnpany, raim may, rL - 01au0, m oou s Jul zz zuzu mi I eK mousines, Inc. I ue Aug 1 m ur:44:44 zuzu rage i IAgw5i BVEk64ynvAf-n6GPXcuP d UgwL86rzUTmaVU NXCYjKI-9hQjQjAymgrl 35.8.3 42-3-15 46-8-0 , Scale = 1:81.0 5x6 = 3x6 = 5x6 = 3x6 = 5 2 6 9 r 7 30 1 8 95x6 4x6 i 6.00 12 4x6 4 10 46 27 3 d ck 2x4 II 26 Eu 2 1 8 16 'ZZ Id Sx12 = d 17 22 19 32 21 234 05x10 3x8 = 33 14 13 12 11 = 15 4x6 _ 3x6 = 6x6 = 4x8 = 3x6 = 3x6 II 2-0-02-r1i0 12-4-0 15-0-0 1�2-14 22-2-0 2 29Ar0 35-8-3 42-3.15 46-8-0 2-0-0 OJI b 10-0-0 2-8-0 -2-15 5-11-1 6-10-8 0 -8 64-3 6-7-12 Plate Offsets (X,Y)— [1:Edge,0-0-1],[5:0-3-0,0-2-0],[7:0-3-0,0-3-0],[9:0-3-0 0-2-0],[17:0-3-8 0-1 ] [18:0-7-8,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. 1 TCLL 30.0 Plate Grip DOL 1.33 TC 0.86 1 TCDL 7.0 Lumber DOL 1.33 BC 0.91 1 BCLL 0.0 Rep Stress Incr YES WB 0.96 I BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER- B TOP CHORD 2x4 SP No.2 Ti BOT CHORD 2x4 SP No.2 *Except* 5-20: 2x6 SP No.2 B, WEBS 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (size) 11=Mechanical, 22=0-8-0, 21=0-8-0 Max Horz 22=330(LC 12) Max Uplift 11=607(LC 12), 22=275(LC 12), 21=1501(LC 12) Max Grav 11=1460(LC 22), 22=149(LC 21), 21=2829(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-95/276, 3-4=582/1067, 4-5=-88/273, 5-6=1201/745, 6-7=1713/1047, 7-8=-1692/1033, 8-9=-1369/909, 9-10=833/520, 10-11=1431/887 BOT CHORD 21-22=-629/69, 18-20=-48/277, 5-18=-1636/1007, 16-17=559/1200, 7-16= 47' 12-13=-384/706 WEBS 2-22=355/326, 3-22=-582/779, 3-21=561/565, 4-21=-2123/1062, 18-21=900i 4-18=-588/1560, 5-17=-989/1785, 6-17=-1053/775, 6-16=431/709, 13-16=69; 8-16=209/464, 8-13=864/596, 9-13=524/1047, 9-12=832/580, 10-12=623/1 in (loc) I/deft L/d 0.41 21-22 >28B 240 -0.33 21-22 >363 240 0.05 11 n/a n/a PLATES GRIP MT20 244/190 Weight: 346 lb FT = 20% CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (3-10-4 max.): 5-9. CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 6-0-0 oc bracing: 18-20 10-0-0 oc bracing: 14-16 S Web Brace: Length (member) 4-1-14 (4-21); 7-6-6 (5-17); NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h 15ft; B=4511t; L=47ft; eave=6ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-1-0 to 4-7-0, Interior(1)d-7-0 to 15-0-0, Exterior(2) 15-0-0 to 21-7-3, Interior(1) 21-7-3 to 42-3-15, Exterior(2) 42-3-15 to 46-6-4 zone; cantilever left and right a posed ; porch left 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 3x4 MT20 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, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 607 Ib uplift at joint 11, 275 lb uplift at joint 22 and 1501 lb uplift at joint 21. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any, electronic copies. Michael S. Magid PE No.53681 MiTek USA, Ina FL Cer 6634 8904 Parke East Blvd, Tampa FL 33610 Diits: August 18,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK-REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properlyincorporlale this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and. property damage. For general g idance regarding the fabdeagon, storage, delivery, erection and bracing of trusses and truss systems, see ANSU7Pl1 Quality Crde a, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type Qty Ply MARTINEZ RESIDENCE ]Truss T21046904 509898 D5 Hip 1 1 Job Reference o tional luuetis Lumber Company, Palm Bay, FL - 3290o, 8.330 s Jul 22 2020 MiTek Industries, Inc. Tue Aug 18 07:44:46 2020 Page 1 cale = 1:81.0 LOADING (psf) SPACING- 2-0-0 CSI. DE FL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.73 Ve4(LL) 0.48 15-16 >247 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.79 Vert(CT) -0.39 15-16 >310 240 BCLL 0.0 Rep Stress ]nor YES WB 0.76 Horz(CT) 0.05 10 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight: 362 lb FT = 20% LUMBER- a CING- TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-10-14 oc purlins, 5-7,7-8: 2x6 SP No.2 except end verticals, and 2-0-0 oc purlins (5-8-12 max.): 5-8. BOT CHORD 2x4 SP No.2 80T CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 5-13, 7-13, 7-11 OTHERS 2x4 SP No.2 Web Brace: Length (member) 4-1-14 (4-15); 6-5-0 (5-14); 6-3-6 (6-13); 6-5-0 (8-11); 3-4-11 (9-10); REACTIONS. (size) 16=0-8-0, 15=0-8-0, 10=Mechanical Max Horz 16=330(LC 12) Max Uplift 16=-452(LC 12), 15=1301(LC 12), 10=658(LC 12) Max Grav 16=544(LC 21), 15=2294(LC 1), 10=1588(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-125/308, 3-4=192/445, 4-5=-715/452, 5-6=-1425/970, 6-7=1422/967, 7-8=-986/740, 8-9=1141/696, 9-1 0=1 544/966 BOT CHORD 15-16=-266/148, 14-15=-321/157, 13-14=-256/658, 12-13=-802/1557, 11-12=-802/1557 WEBS 2-16=-372/329, 3-16=-294/210, 3-15=420/441, 4-15=-2080/1160, 4-14=-619/149 , 5-14=-1049/706, 5-13=-727/1251, 6-13=-639/566, 7-12=0/429, 7-11=-989/466, 9-11=-632/1230 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=,15ft; B=45ft; L=47ft; eave=6ft; Cat. II; Ezp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-1-0 to 4-7-0, Interior(1) 4-7-0 to 17-0-0, Exterior(2) 17-0-0 to 23-7-3, Interior(1) 23-7-3 to 40-3-15, Exterior(2) 40-3-15 to 46-6-4 zone; cantilever left and right exposed ; porch left 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 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other I've loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 452 I, uplift at joint 16, 1301 lb uplift at joint 15 and 658 lb uplift at joint 10. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the t p and/or bottom chord. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53881, MiTek USA, Ina FL Cert 6884 6904 Parke East Blvd. Tampa FL 33610 Date: August 18,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19r2020 BEFORE USE. ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional Temporary this design into the overall and permanent bracing WOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general gjridance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP/1 Quality Crlte 9, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite= Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply MARTINEZ RESIDENCE T21046905 509898 E1 Half Hip Girder 2 1 Job Reference (optional) vn a iuusu ros, mU. r ue r ug r 0 Ur:•w:4a,dUeU rage -I oOYgAgwSi BVEk64ynvAf-fuVwN_xwh i lW pIQcC KXikLfApp4XG1IIc2herxym gqz Scale = 1:26.1 3x6 II .NAILED 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.33 TC 0.39 TCDL 7.0 Lumber DOL 1.33 BC 0.21 BCLL 0.0 Rep Stress Incr NO WE 0.24 BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 *Except* 4-5: 2x6 SP No.2 REACTIONS. (size) 7=0-8-0, 5=0-8-0 Max Horz 7=213(LC 21) Max Uplift 7=666(LC 8), 5=937(LC 8) Max Grav 7=699(LC 1),5=758(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-579/560 BOT CHORD 6-7=-307/137, 5-6=545/419 WEBS 2-7=-644/553, 2-6=506/329, 3-6=-501/309, 3-5=-652/854 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left ex 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 ncnconcurrent with any other 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 666 II joint 5. 6) Graphical purlin representation does not depict the size or the orientation of the purlin along the tr 7) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load 7-0-0 on top chord, and 229 lb down and 514 lb up at 7-0-0 on bottom chord. The design/selecti( the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plo Vert: 1-3=74, 3-4=74, 5-8=20 Concentrated Loads (lb) Vert: 6=-229(F) 3=136(F) 12=121(F) 13=-52(F) in (loc) Udefi Ud PLATES GRIP 0.04 6-7 >999 240 MT20 244/190 -0.03 6-7 >999 240 -0.01 5 n/a file Weight: 58 lb FT = 20% CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. CHORD Rigid ceiling directly applied or 7-11-5 oc bracing. 15ft; B=45ft; L=24ft; eave=4ft; Cat. tosed; Lumber DOL=1.60 plate loads. tangle 3-6-0 tall by 2-0-0 wide uplift at joint 7 and 937 lb uplift at p and/or bottom chord. ) 202 lb down and 360 lb up at n of such connection device(s) is (B)• This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any, electronic copies. Wahaal S. Magid PE No.53881 MTek USitt, Inc. FL Celt 6834 6804 Parke East Blvd. Tampa FL 33610 Date: August 18,2020 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an Individual a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate building component, not 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 WOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general 9 Nance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?p/1 Quality Criter a, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty RESIDENCET21046906 509898 E2 Half Hip 2 �PlyTMARTINEZ Reference (optional) �.,........ �.......... .......ram„„ o�,,, ..or, , , 4-9-4 6.00 12 4x6 3 12 2x4 II 2 1 3x4 = 8 3x4 = O.OJU 5 JUI LL LUN IVII I eK I1UU51r1e5, Inc. I ue Aug l a U/:44:ou ZUZU rage l 5x6 = 6x6 I I 4 5 7 ucl 3x4 = 6 5x6 11 Scale = 1:29.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.67 Ve (LL) 0.26 7-8 >381 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.70 Ver(CT) -0.12 7-8 >790 240 BCLL 0.0 Rep Stress Incr YES WB 0.16 Ho (CT) -0.01 6 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight: 61 Ib FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 *Except* 5-6: 2x6 SP No.2 REACTIONS. (size) 6=0-8-0, 8=0-8-0 Max Horz 8=274(LC 12) Max Uplift 6=-402(LC 12), 8=416(LC 12) Max Grav 6=365(LC 1), 8=555(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=137/304, 2-3=106/296, 5-6=-221/631 BOT CHORD 7-8=-643/296 WEBS 3-7=-270/534, 4-7= 479/205, 3-8=-378/119 CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purins (6-0-0 max.): 4-5. CHORD Rigid ceiling directly applied or 5-10-11 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h 15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-0-2 to 2-11-14, Interior(') 2-11-14 to 9-0-0, Exterior(2) 9-0-0 to 9-9-4 zone; cantilever left and right exposed ; porch left 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 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 402 16 uplift at joint 6 and 416 lb uplift at joint 8. 7) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Mitihaol S. Magid PE No.53681 MiTek USA, Inc. FC Ced6634 . .6804 Parkti East Blvd. Tampa FL 33610 Dat®: August 18,2020 ® WARNING -Verify design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/t020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��' a truss system. Before use, the building designer must verify the applicability of design parameters and property incorpo ate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional t mporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general ggg regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P1I quality Cffte jidance a, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type oty Ply MARTINEZRESIDENCE T21046907 509898 E3 Monopitch 6 1 Job Reference (optional 6.00 12 11 e34 2x4 II 2 1 i 3x4 = 6 3x4 = O.JJU b JUI LL LULU IVII I eK IrIUUSrrIeS, Inc. I Ue Aug io Ut:44:ou LULU rage i 5 5x6 = Scale: 3/8"=1' 1-4-0 1 1.4-0 0�- 10-�0 0 8-0 LOADING (psf) SPACING- 2-0-0 CSI. DE FL. in (loc) Vdefl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.35 Ve (LL) 0.36 5-6 >267 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.91 Vert(CT) -0.20 5-6 >493 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Ho (CT) -0.01 5 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 57 lb FT = 20% LUMBER- BRPCING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 4-5: 2x6 SP No.2 REACTIONS. (size) 5=0-8-0, 6=0-8-0 Max Horz 6=296(LC 12) Max Uplift 5=-415(LC 12), 6=-403(LC 12) Max Grav 5=365(LC 1), 6=555(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=222/476, 2-3=182/473 BOT CHORD 1-6=-309/161, 5-6=526/290 WEBS 3-5=-301/514, 3-6=403/97 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-0-2 to 2-11-14, Interior(') 2-11-14 to 9-9-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions hown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4151 uplift at joint 5 and 403 lb uplift at joint 6. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53881 MilUSA, ,Inc. FL Cert 6634 66D4 Parka East Blvd. Tampa FL 3361D bato:. August 18,2020 A WARMNG -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511MO20 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component , not• a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorpo%ate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general ll lldance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/f Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 1 Tampa, FL 36610 Job Truss Truss Type City Ply MARTINEZ RESIDENCE T21046908 509898 EJ2 Jack -Open 2 1 Job Reference (optional) 2-1 6.00 12 2x4 I I 2 1 2x4 = 2x4 11 5 1.041 1-2-0, J J VI GG GUGV IVII I tlR II IUUJII ItlJ, nZ 1 utl 0 -1 o ui:�w:o i zuzu raga i rgAgw5i BVE k64ynvAf4TB370_o_dixgD9BtS5PMzHmsl 7ETiyB IOvISGymggw 3 4 Scale = 1:11.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.09 Veq(LL) 0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.09 Vert(CT) 0.00 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.05 Hor�(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wi9d(LL) -0.00 4-5 >999 240 Weight: 10 lb FT = 20% LUMBER- B ING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 Max Horz 5=85(LC 12) Max Uplift 3=36(LC 12), 4=12(LC 1), 5=150(1_C 12) Max Grav 3=40(LC 17), 4=18(LC 10), 5=253(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=160/284 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h= 151t; B=45ft; L=241t; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 81 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 I ive 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 36 Ito uplift at joint 3, 12 lb uplift at joint 4 and 150 Ib uplift at joint 5. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. INioheel S. Magid PE No.53681 k MITeUSA, Inc. PCCert6634 .004 Parkli East Blvd. Tarnpa FL 33810 Date: August 18,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-74I3 rev. 5/192020 BEFORE USE. Design valid for use only with MrrekO connectors. This design Is based only upon parameters shown, and Is for an indiv7fuel building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general g idance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIMP/f Quality Critter e, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply RESIDENCET21046909 509898 EJ5 Jack -Open 1 1�.MARTINEZ ob Reference (optional) uuueua wmuc, wu,Pdny, rdeu Ddy, rL - ocaw, I d.JJU S Jul ZZ ZUZU MI I eK mtluSVles, Inc. I ue Aug 16 Uf:44:b2 202U Pagel II D:LOrpZy2oOYgAgw5iBVEk64ynvAf-YflRCL7QkxgolNjNRAceuBpuQRQQC8hKXgfr iymggv 5-0-0 5-0-0 9 1 2x4 = 3 6.00 12 2x4 II 10 2 m N A LJ N 2X4 II 4 Scale = 1:18.0 2,2-4-0 , 2?-0-0 0 -4-0 1 5-0-0 1 2-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DE FL. in (loc) Udefl Ud PLATES GRIP TOLL 30.0 Plate Grip DOL 1.33 TC 0.29 Ve (LL) 0.01 4-5 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.33 BC 0.28 Ve (CT) 0.01 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) -0.06 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP wiigId(LL) -0.01 4-5 >999 240 Weight: 18 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 Max Horz 5=152(LC 12) Max Uplift 3=65(LC 12), 4=22(LC 1), 5=-264(LC 12) Max Grav 3=68(LC 17), 4=35(LC 10), 5=455(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-288/106 BOT CHORD 1-5=-109/282 WEBS 2-5=-298/474 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-1-0 to 2-11-0, Interior(1 left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOI 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where 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 65 It and 264 lb uplift at joint 5. Structural wood sheathing directly applied or 5-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 15ft; B=45ft; L=24ft; eave=4ft; Cat. 2-11-0 to 4-11-4 zone; cantilever =1.60 plate grip DOL=1.60 ve loads. rectangle 3-6-0 tall by 2-0-0 wide atjoint 3, 22 lb uplift atjoint 4 This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53981 MITE USA, Inc, fL CeR 8634 6904 Parka East Blvd. Tampa FL 33010 bat®: - August 18,2020 A WARNING - Vedy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5N 92020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, andis for an Indiv dual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorpoi ate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional�emporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general gjridance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Duality Cdter{a, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty Ply MARTINEZ RESIDENCE T21046910 509898 EJ5A Jack -Open 2 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905. Zx4 5-11-4 8.330 s Jul 22 2020 MiTek Industries, Inc. Tue Aug 18 07:44:53 2020 Page 1 Scale = 1:21.1 2-0 0 2Z - 9, 991 5-11-4 i 3-7.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.31 Vert(LL) -0.02 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.22 Vert(CT) -0.02 4-5 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.09 Hori(CT) -0.05 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 21 lb FT = 20% LUMBER- BRA 'NG- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 Max Horz 5=180(LC 12) Max Uplift 3=-101(LC 12), 4=1(LC 9), 5=-257(LC 12) Max Grav 3=11O(LC 17), 4=46(LC 10). 5=471(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 1-2=338/128 BOT CHORD 1-5=-127/309 WEBS 2-5=-332/498 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h 15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-1-0 to 2-11-0, Interior(1) 2-11-0 to 5-10-8 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DO =1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a�rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 101 Ib uplift at joint 3, 1 lb uplift at joint 4 and 257 lb uplift at joint 5. I This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53681 MIT®k USA, Inc. FL Cett 6B34 8904 Parks East Blvd. Tampa FL 33610 Data:. August 18,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-74 3 rev: 5H92020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Inds dual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorpo a this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional 1 emporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general g Adance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criter Is, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply MARTINEZ RESIDENCE T21046911 509898 EJSP Jack -Open 1 1 Job Reference o tional Lumber Company, Palm nay, FL - 32905, 18.330 s Jul 22 2020 MiTek Industries, Inc. Tue Aug 18 07:44:53 2020 Page 1 ID: LOrpZy2oOYgAgw5iBVEk64ynvAf-OrlpQh?3VFyfwWIZ?t7tROM3MgIdxbDUIKOOWBymgqu 5-0-0 5-M Scale = 1:18.9 2x4 22 2?-0-0 0 -4 .4-0 0 5-0-0 248-0 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.28 Veri(LL) 0.01 4-5 1-999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.35 Vert(CT) 0.01 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) -0.06 3 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Wirjd(LL) 0.01 4-5 >999 240 Weight: 18 lb FT = 20% LUMBER- B ICING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 Max Horz 5=152(LC 12) Max Uplift 3-69(1_C 12), 4=57(LC 18), 5=-321(LC 12) Max Grav 3=65(LC 17), 4=17(LC 3), 5=455(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 1-2=-280/107 BOT CHORD 1-5=109/282 WEBS 2-5=-298/446 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h715ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-1-0 to 2-11-0, Interior(1) 2-11-0 to 4-11-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 lb uplift at joint 3, 57 lb uplift atjoint 4 and 321 lb uplift at joint 5. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53681 Wilif USA, Inc. FL Cetf.634 .004 Parke East Blvd. Tampa FL 33610 Date: August 18,2020 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional Temporary this design into the overall and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general gjridance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUfP/f Quality Cdte Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 a, DSB49 and SCSI Building Component 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply MARTINEZ RESIDENCE 509898 EJ6 Jack -Open 10 1 T21046912 Job Reference (optional) Ibbelts Lumber Company, Palm Bay, FL - 32905, 18.330 s Jul 22 2020 MiTek Industries, Inc. Tue Aug 18 07:44:54 2020 Page 1 ID:LOrpZy2oOYgAgw5iBVEk64ynvAf-U1sBd1OhGY4VXgtmZbe6_cv9HE6?g2?d_z8y3bymggt 6-10-8 6-10-8 Scale = 1:23.6 LOADING (psf) TCLL 30.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 ' 2-0-0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2017lrP12014 0-", CSI. TC 0.52 BC 0.27 WB 0.10 Matrix -MS DEFL. in (loc) Vdefl Ud Vert(LL) -0.03 4-5 >999 240 Vert(CT) -0.04 4-5 >999 180 Hori(CT) 0.08 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 24 lb FT = 20% LUMBER- B CING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or" 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 Max Horz 5=209(LC 12) Max Uplift 3=-134(LC 12), 5=258(1_C 12) Max Grav 3=149(LC 17), 4=66(LC 3), 5=499(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-386/149 BOT CHORD 1-5=-141/338 WEBS 2-5=-377/540 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h-15ft; B=451t; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-1-0 to 2-11-0, Interiorl 2-11-0 to 6-9-12 zone; cantilever 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 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 134 II uplift at joint 3 and 258 lb uplift at joint 5. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Miclisal S. Magid PE No.53681 MITek US& Inc. FL C®R 6634 6604 Parkalatt Blvd. Tampa FL 33610 Datc: August 18,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. SI1.1020 BEFORE USE. ' Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an indi a truss system. Before use, the building designer must verify the applicability of design and ineorpoiate (dual building component, not this design into the overall parameters properly building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general g idance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS8TP/1 Quality Criter IQ, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Ply MARTINEZ RESIDENCE T21046913 509898 EJ6A Jack -Open Girder loty- 1 1 Job Reference (optional) ioueus Lumber company, raim nay, rL-.uauo, 8.330 s Jul 22 2020 MiTek Industries, Inc. Tue Aug IS 07:44:55 2020 Page 1 Iw5iBVEk64ynvAf-yEQZrN1J1 sCM9gSy6l9LWpRPaeMRPVZmDdtVblymggs 5x6 = 3x4 = 3x4 = Scale = 1:19.4 LOADING (psf) TCLL 30.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2017ITP12014 CS1. TC 0.23 BC 0.64 WB 0.08 Matrix -MS DEFL. in (loc) Udefl Ud Vert(LL) 0.06 6-7 >919 360 Vert(CT) 0.08 6-7 >694 240 Horz(CT) -0.00 4 n/a n/a Wind(LL) -0.04 6-7 >999 240 PLATES GRIP MT20 244/190 Weight: 33 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP,CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 2-0-0 oc purlins: 3-4. WEBS 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) 4=Mechanical, 7=0-8-0, 6=Mechanical Max Horz 7=155(LC 32) Max Uplift 4=-47(LC 4), 7=-420(LC 8), 6=-201(LC 5) Max Grav 4=65(LC 25), 7=437(LC 1), 6=123(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1671311, 2-3=67/281 WEBS 3-7=-314/75, 2-7=266/216 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h 115ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. I 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 Ibiuplift at joint 4, 420 lb uplift at joint 7 and 201 lb uplift at joint 6. This item has been 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. electronically Signed and 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 251 lb down and 200 lb up at sealed by Magid, Michael, PE 5-0-0 on top chord, and 148 lb down and 323 lb up at 5-0-0 on bottom chord. The design/selection of such connection device(s) is using a Digital Signature. the responsibility others. S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) In the LOAD CASE(S) E rneCOp Printed copies Of this document are not considered LOAD CASE(S) Standard signed and sealed and the 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 signature must be Verified Uniform Loads (pif) Vert: 1-3=74, 3-4=74, 5-8=20 on any electronic copies. Concentrated Loads (lb) Michael & Magid PE No.53881 Vert: 3=38(B) 11=116(B) MiTek USA, Inc. FLCert 6634 6804 Parkti East Blvd, Tampa FL 33610 Date: August 18,2020 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 517li2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorpor'Pte this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/1 Qualify Criteria, regarding the DSB-89 and BCS/ Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute, 2670 Crain. Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Ply RESIDENCET21046914 509898 EJ6B Jack -Open Girder �Qty 1tMARTINEZ ob Reference (optional) r iooe115 Lumber company, raim cay, rL - azauo, d.3SU a Jul GL zuzu mi I eK maustrles, inc. I ue Aug i t5 U/:44:oo ZUZU rage i Agw5iBVEk64ynvAf-Q Qy2j2xoAKDn_18gOha3l_UA2hK8zFwSHd37Tym gqr 5-0-0 1-10-8 I 4x4 = 3 4 6.00 12 A112 ro 05 6 N 1 11 6 2x4 = 7 5 2x4 11 3x4 = 2-0-0 5-0-0 6-10-8 LOADING (psi) SPACING- 2-0-0 CSI. DE IFL. I(LL) in (loc) Udefl Ud TCLL 30.0 Plate Grip DOL 1.33 TC 0.63 Ve 0.08 6-7 >705 360 TCDL 7.0 Lumber DOL 1.33 BC 0.73 Ve (CT) 0.10 6-7 >533 240 BCLL 0.0 Rep Stress Incr NO WB 0.05 Hori(CT) -0.06 4 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) -0.OB 6-7 >704 240 LUMBER- BRA TOP CHORD 2x4 SP No.2 TOP BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT REACTIONS. (size) 4=1tilechanical, 7=0-8-0, 6=Mechanical Max Horz 7=155(LC 8) Max Uplift 4=-64(LC 4), 7=-326(LC 8), 6=-175(LC 21) Max Grav 4=108(LC 21), 7=459(LC 39), 6=243(LC 30) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-7=-451/271 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DO 3) n/a 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a Will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 It 7 and 175 lb uplift at joint 6. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the 1 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated log 5-0-0 on top chord, and 166 lb down and 323 lb up at 5-0-0 on bottom chord. The design/seler 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 ba LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=74, 3-4=74, 5-8=20 Concentrated Loads (lb) Vert: 3=38(F) 11 =1 16(F) PLATES GRIP MT20 244/190 Scale = 1:20.4 Weight: 28 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins: 3-4. Rigid ceiling directly applied or 6-0-0 oc bracing. 15ft; B=45ft; L=24ft; eave=4ft; Cat. =1.60 plate grip DOL=1.60 loads. tangle 3-6-0 tall by 2-0-0 wide at joint 4, 326 lb uplift at joint and/or bottom chord. ) 255 lb down and 196 lb up at n of such connection device(s) is ( (B). This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. MiciiaelS. Magid PE No.53681 MITik USA, Inc. FL Cerf8634 4904 Parke East Blvd. Tampa FL 33610 bete: August 18,2020 ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/192020 BEFORE USE. ' Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iwiTek' prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general g4idance regarding the fabrication, delivery, bracing trusses truss systems, see ANS117PH Quality Criteria, DSB-89 and BCSI Building Component storage, erection and of and Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 6904 Parke East Blvd. Tampa, FL 36810 Job Truss Truss Type City MARTINEZ RESIDENCE T21046915 509898 EJ6P Jack -Open ]Ply 4 1 Job Reference (optional) ,.,.,... —,,..o, ...,,,,ra„r, , o,,,, may, ,-, -. , E 2x4 = o.000 s UUI LL LULU IVII I arc Inuustrles, Inc. I ue Hug "i o Ut:gq:0t ZUZu rage i ID: LOrpZy2oOYgAgw5iBVEk64ynvAf-ucYKG32ZZTS408cKEjCpbEXi2S7EtP83gxMclyymggq 6-10.8 3 6.00 12 i i 3x4 i 9 0 0 2 Li 5 3x4 =4 zx4 11 4-06-10-8 Scale = 1:23.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.43 Ve (LL) 0.06 4-5 >984 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.37 Vert(CT) -0.03 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.07 Ho (CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight: 31 lb FT = 20% LUMBER- BRR�I NG- TOP CHORD 2x4 SP No.2 TOPS CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 Max Horz 5=209(LC 12) Max Uplift 3=-122(LC 12), 4=114(LC 9), 5=-357(LC 12) Max Grav 3=142(LC 17), 4=62(LC 3), 5=499(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 4-5=-274/91 WEBS 2-4=-95/286, 2-5=404/401 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h= 15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-1-0 to 2-11-0, Interior(l) 2-11-0 to 6-9-12 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions E hown; 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 I ive 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 122 1 uplift at joint 3, 114 lb uplift at joint 4 and 357 lb uplift at joint 5. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53881 MITek USA, Inc. FL Cetf8634 6804.Parko East Blvd. Tampa FL 33610 Dato: August 18,2020 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/1912020 BEFORE USE. ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 oemporary and permanent bracing MOWis always required for stability and to prevent collapse with possible personal Injury and property damage. For general g Nance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PN Quality Crite a, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type j Ply T21046916 509898 EJ7 Jack -Open �Qty 3 1e FMARTINEZIRESIDENCE (optional) ........... .......-1 ...........1, . r 1. .r, I . - V , o.OJV b JUIL tutu IVII1 UK alVubaltlb, ]HU. rue Hug ,O V1:44:D6 tutu rage I fgAgw5iBVEk64ynvAf-Mp6iTP3BKnax018XoRj28S3rwrTzcs1Dvb69CMymggp 7-0-0 3 6.00 12 2x4 I I 9 to cq 2 A h i 1 2x4 = 5 4 2x4 I I 2-0-0 R74A 7-0-0 Scale: 1/2"=1' LOADING (psf) SPACING- 2-0-0 CSI. DEL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.55 Vert(LL) -0.03 4-5 >999 240 MT20 244/190 TCDL 7:0 Lumber DOL 1.33 BC 0.27 Ve l (CT) -0.04 4-5 >999 180 BCLL 0.0 Rep Stress [nor YES WB 0.09 Ho (CT) 0.08 3 n/a n/a BCDL 10.0 Code FBC2017/rP]2014 Matrix -MS Weight: 24 lb FT = 20% LUMBER- B CING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 4=Mechanical; 5=0-8-0 Max Horz 5=212(LC 12) Max Uplift 3=138(LC 12), 5=258(LC 12) Max Grav 3=154(LC 17), 4=69(LC 3), 5=503(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=380/152 BOT CHORD 1-5=143/330 WEBS 2-5=-384/525 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h 15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-1-0 to 2-11-0, Interior(1) 2-11-0 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOI =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 ive 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 138 1 uplift atjoint 3 and 258 lb uplift at joint 5. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Mohaat S. Magid PE No.53681 mrrik USA, Inc. FIXerf 6634 _ 6904 Parks East Blvd. Tampa FL 33610 Date: - August 18,2020 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19MO20 BEFORE USE. Design valid for use onlywith MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional emporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general g idance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSI?P/1 Quality Critat e, DSB-89 and BCS/Building Component 6904 Parke East Blvd. Safetylnformat/on available from Truss Plate institute, 2870 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty Ply MARTINEZ RESIDENCE T21046917 509898 EVA Jack -Open 3 1 Job Reference (optional) ibbettS LUmoer Uompany, Palm Bay, FL - 32905, 2x4 11 7-9-0 7-9-0 8.330 s Jul 22 2020 MiTek Industries, Inc. Tue Aug 18 07:44:58 2020 Page 1 Scale = 1:25.1 LOADING (psf) TCLL 30.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2017rrP12014 CSI. TC 0.76 BC 0.37 WB 0.10 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) Vdefl L/d -0.05 4-5 >999 240 -0.08 4-5 >828 180 -0.11 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 27 lb FT = 20% LUMBER- BR11CING- TOP CHORD 2x4 SP No.2 TOP I CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 Max Horz 5=235(LC 12) Max Uplift 3=-162(LC 12), 5=262(1_C 12) Max Grav 3=183(LC 17), 4=85(LC 3), 5=530(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-418/169 BOT CHORD 1-5=154/354 WEBS 2-5=-425/565 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-1-0 to 2-11-0, Interior(1)12-11-0 to 7-8-4 zone; cantilever 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 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rd 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 162 lb uplift at joint 3 and 262 lb uplift at joint 5. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.63681 MiTek 11SA; Ina. FL-Ceri'8634 8804 Parka East Blvd, Tampa FL 33610 Data:. August 18,2020 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional ITemporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal Injury and property damage. For general g Adance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/1 Quality Cdterrlfa, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Saretylnrormation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Ply MARTINEZ RESIDENCE T21046918 509898 EJ7B Jack -Open Girder �Qty 2 1 Job Reference (optional) IUU—b LUII IUCI V umpally, ralm Day, rL - oZaua, ts.J;Ju s Jul ZZ zUZU MI I eK industries, Inc. Tue Aug 18 07:44:59 2020 Page 1 ID: LOrpZy2oOYgAgw5iBVEk64ynvAf-r7g4g14p55ioeRmjLBEHhfc3lFmLLJdM8Fdkoymggo 7-0-0 7-9-0 7-0-0 i 0-9-0 NAILED 4x4 = 2x4 II NAILED Scale = 1:27.6 LOADING (psf) TCLL 30.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr NO Code FBC2017ITP12014 CSI. TC 0.35 BC 0.45 WB 0.07 Matrix -MS DEFL. in (loc) I/defl Ud Vert(LL) 0.06 6-7 >999 240 Ver((CT) -0.09 6-7 >726 180 HOri(CT) 0.03 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 39 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 2-0-0 oc purlins: 3-4. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) 4=Mechanical, 5=Mechanical, 7=0-8-0 Max Horz 7=215(LC 8) Max Uplift 4=-207(LC 6), 5=270(1_C 8), 7=-294(LC 8) Max Grav 4=256(LC 32), 5=384(LC 36), 7=545(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-7=-391/258, 3-6=268/277 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h-15ft; B=45111; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DO�l 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 207 Ib uplift at joint 4, 270 lb uplift at joint 5 and 294 lb uplift at joint 7. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the to, and/or bottom chord. 9) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. i 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 215 lb down and 119 lb up at This item has been 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. electronically signed and 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). sealed by Magid, Michael, PE LOAD CASE(S) Standard using a Digital Signature. 1)'Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Printed copies of this Uniform Loads (plf) document are not considered Vert: 1-3=74, 34=74, 5-8=20 signed and sealed and the Concentrated Loads (Ib) signature must be verified Vert: 3=-111(B) 4=127(B) 6=4(B) on any electronic copies. Michael S. Magid PE No.53681 M1Tek USA; Inc. FL CerC8634 6664 Parks East Blvd, Tampa FL 33a10 Date: i August 18,2020 A WARNING -VedN design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 511=020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorpo ate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional is always required for stability and to prevent collapse with possible personal Injury and property damage. For general g mporary and permanent bracing idance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTP/1 Quality CrNe a, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply MARTINEZ RESIDENCE T21046919 509898 EJ7E Jack -Open 4 1 Job Reference (optional) i iuueua wmucr � ....Pony, roan oey, rL - 04yuo, 3x4 3x4 11 5-8-0 5-8-0 mzou 9 JUI LZ ZUZU MI I eK moustrles, Inc. 1 us Aug l d U1:4b:UU ZUZU rage i Scale = 1:23.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.54 Vert(LL) 0.23 3-4 >281 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.83 Vert(CT) -0.08 3-4 >769 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.13 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MR Weight: 20 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP SS TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-2-4 oc bracing. REACTIONS. (size) 4=0-8-0, 2=Mechanical, 3=Mechanical Max Horz 4=163(LC 12) Max Uplift 4=-159(LC 12). 2=185(LC 12), 3=-106(LC 12) Max Grav 4=253(LC 1). 2=186(LC 17), 3=98(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1� 3-2-12 to 5-7-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions 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:ihvown; e loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where alrectangle 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 159 lb uplift at joint 4, 185 lb uplift at joint 2 and 106 lb uplift at joint 3. I This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53681 MTek USA, Inc. FL Cart 6634 004 Parke East Blvd. Tampa FL 33010 Deta:. August 18,2020 A WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 51192020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorpoffaatte this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional 1Temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general g ildance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPH Quality Critef ra, DS049 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type Qty Ply MARTINEZ RESIDENCE rEJ7SPJJack-Open T21046920 509898 1 1 Job Reference (optional) ,w. . —, .. vv uNany, rams oay, --o , mzju a JURz zUZU ivii I eK m0ustrles, Inc. i ue Hug 113 Ut:4b:UU ZU2U Pagel 7-0-0 3 6.00 12 I I I 2x4 I I 9 iv 2 e5 1 I 2x4 = 2-0-0 2x4 11 4 Scale: 12"=l' LOADING (psf) SPACING- 2-0-0 CSI. DE IL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.55 Vert(LL) -0.03 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.27 Vert(CT) -0.04 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.09 Ho (CT) 0.08 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 24 lb FT = 20% LUMBER- BRACING. TOPCHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BO CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 Max Horz 5=212(LC 12) Max Uplift 3=-138(LC 12), 5=258(LC 12) Max Grav 3=154(LC 17), 4=69(LC 3), 5=503(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-380/152 BOT CHORD 1-5=-143/330 WEBS 2-5=384/525 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.0psf; h�15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-1-0 to 2-11-0, Interior(l) 2-11-0 to 6-11-4 zone; cantilever 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 psf bottom chord live load nonccncurrent with any other ive 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 138 I uplift atjoint 3 and 258 Ib uplift at joint 5. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE'No.53681- MITak USA, Ina. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Dafo: August 18,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use onlywith MiTek® connectors. This design is based only upon parameters shown, and is for an indiv�rdual a truss system. Before use, the building designer must verify the applicability of design and incorporate building component, not this design into the overall parameters properly building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional I emporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general g j1dance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANShTP/t quality Cdte a, DSB-89 and BCS/Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply MARTINEZ RESIDENCE T21046921 509898 EJ7S Jack -Open 1 1 Job Reference (optional) o.00u s Jui G cucu wu i eK inuustnes, Inc. I ue Aug l t7 u/:4o:u1 zuzu rage 1 4-11-0 2 6.00 12 7 3x8 O 1 6 r Li 5 3 2x4 11 3x4 = 4-11-0 0 d 4 Scale = 1:23.1 LOADING (psf) SPACING- 2-0-0 CSI. DE FL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.72 Ve (LL) -0.03 4-5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.26 Ve (CT) -0.05 4-5 >999 240 BCLL 0.0 Rep Stress ]nor YES WB 0.05 Ho (CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MP Wi d(LL) 0.00 4-5 >999 240 Weight: 25 lb FT = 20% LUMBER- B CING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-4: 2x4 SP No.2 REACTIONS. (size) 5=0-7-0, 2=Mechanical, 3=Mechanical Max Horz 5=140(LC 12) Max Uplift 5=-16(LC 12), 2=156(LC 12), 3=14(LC 12) Max Grav 5=217(LC 1). 2=181(LC 17), 3=92(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 4-5=269/101 WEBS 1-4=-106/282 NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h 15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1 3-2-12 to 4-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOI =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 ive 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 16 lb uplift at joint 5, 156 lb uplift at joint 2 and 14 lb uplift at joint 3. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michul S. Magid PE'No.5388f MiTA USA; Inc. FCCerf8634 004 Park6 East Blvd. Tampa FL 33610 Data: August 18,2020 ,&WARNING -Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional this design Into the overall temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general g(ridance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criter/a, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610 Job Truss Truss Type CityPly MARTINEZ RESIDENCE T21046922 509898 EJ8 Jack -Open 6 1 Job Reference (optional) iooeiiS Lumber t.ompany, Palm nay, t-L - ;j2auo, 8.330 s Jul 22 2020 MiTek Industries, Inc. Tue Aug 18 07:45:02 2020 Page 1 D:LOrpZy2o0YgAgw5iBVEk64ynvAf-FaLDJm6iOO5NVvU11Gn_IIETVTppYfuogD4NL7ymggl 7-11-8 7-11-8 i Scale = 1:25.6 2x4 11 2-0-0 2-0-0 0-4-0 1 5-7-8 LOADING (psf) SPACING- 2-0-0 CSI. DEPL. in (loc) Well Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.83 Vert(LL) 0.06 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.40 Vert(CT) -0.09 4-5 >742 180 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) -0.12 3 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MS Weight: 27 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 Max Horz 5=242(LC 12) Max Uplift 3=-169(LC 12), 5=263(LC 12) Max Grav 3=191(LC 17), 4=90(LC 3), 5=538(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-427/174 BOT CHORD 1-5=-157/359 WEBS 2-5=-438/575 CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h—l5ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-1-0 to 2-11-0, Interior(1)1 2-11-0 to 7-10-12 zone; cantilever 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 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where al 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 1691 uplift at joint 3 and 263 lb uplift at joint 5. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53681 MiTek USA, Inc: FL Cer 6634 6904 Parkii QtBlvd. Tampa FL 33610 Dati: August 18,2020 ® WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-74I rev. 511MO20 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an indi.v dual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property incorpo(ate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general gjridance regarding the fabrication, storage, delivery, erection and bracing oftrunes and truss systems, see ANSM11 Quality Criterlta, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Sulte 203 Waldod, MD 20601 Tampa, FL 36610 Job Truss Truss Type 1 Ply MARTINEZ RESIDENCE T21046923 509898 EJ8A Jack -Open Girder �Qty 1 1 ' Job Reference (optional) ibbetts LUmDer t:Ompany, Palm day, FL - 32905, 18.330 s Jul 22 2020 MiTek Industries, Inc. Tue Aug 18 07:45:03 2020 Page 1 ID: LCrpZy2oOYgAgw5iBVEk64ynvAf-jmvbW67K9JDE733Ua_JDrVnids72H6cy3tpwtZymggk 7-0-0 7-11-8 7-M 0-11-8 LOADING (pso TCLL 30.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 NAILED 4x4 = 2x4 11 NAILED 7-11-8 SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid Plate Grip DOL 1.33 TC 0.36 Vert(ILL) -0.08 6-7 >875 240 Lumber DOL 1.33 BC 0.53 Vert(CT) -0.12 6-7 >572 180 Rep Stress Incr NO WB 0.07 Hori(CT) 0.05 4 n/a n/a Code FBC20171TP12014 Matrix -MS REACTIONS. (size) 4=Mechanical, 5=Mechanical, 7=0-8-0 Max Harz 7=215(LC 8) Max Uplift 4=-186(LC 6), 5=202(LC 8), 7=-296(LC 8) Max Grav 4=232(LC 32), 5=329(LC 36), 7=545(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-7=-391/260 Scale = 1:27.6 PLATES GRIP MT20 244/190 Weight: 39 lb FT = 20% TOP (CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins: 3-4. BOTICHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.0psf; h 15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOI�=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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 186 lb uplift at joint 4, 202 lb uplift at joint 5 and 296 Ito uplift at joint 7. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) "NAILED" indicates 3-10d (0.148"x3") or 3 12d (0.148"x3.25") toe nails per NDS guidlines. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 211 lb down and 136 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=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-74, 3-4=74, 5-8=20 Concentrated Loads (lb) Vert: 3=-61(F) 4=-127(F) 6=17(F) This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michaol S. Magid PE No.53681 Mi7ek USA, Inc. FL Celt 6834 -6904 Parke East Blvd. Tampa FL 33610 Datb: August 18,2020 ®WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK-REFERENCE PAGE Mll-74I rev. 5/192020 BEFORE USE. • Design valid for use only with MRek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general g jidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTP11 Quality CRte e, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type I Qty Ply MARTINEZ RESIDENCE T21046924 509898 EJBS Jack -Open 2 1 Job Reference (optional) iooetts Lumoer company, Paim tray, FL - 6;eWo, 8.330 s Jul 22 2020 MiTek Industries, Inc. Tue Aug 18 07:45:04 2020 Page 1 ID:LOrpZy2oOYgAgw5iBVEk64ynvAf-BzTzkSBywdL5kDehBhgSNjJuGGUNOZv5HXZUP7ymgcj 5-11-8 5.11-8 2x4 3X4 = Scale = 1:26.6 LOADING (psf) TCLL 30.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2017/FP12014 CSI. TC 0.49 BC 0.40 WB 0.07 Matrix -MP DEFL. in (loc) Vdefl Ud Vert(LL) -0.06 4-5 >999 360 Vert(CT) -0.12 4-5 >569 240 Ho'z(CT) -0.01 2 n/a n/a Wirid(LL) 0.00 4 `•'• 240 PLATES GRIP MT20 2441190 Weight: 30 lb FT = 20% LUMBER- BRFICING- TOP CHORD 2x4 SP SS TOP CHORD Structural wood sheathing directly applied or 5-11-8 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x6 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-4: 2x4 SP No.2 REACTIONS. (size) 5=0-8-0, 2=Mechanical, 4=Mechanical Max Horz 5=172(LC 12) Max Uplift 5=-30(LC 12), 2=191(LC 12), 4=6(LC 12) Max Grav 5=266(LC 1), 2=222(LC 17), 4=117(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 4-5=299/121 WEBS 1-4=-124/308 NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.0psf; h-15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 5-10-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DO . 1.60 plate grip DOL=1.60 2) n/a 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 lb uplift at joint 5, 191 lb uplift at joint 2 and 6 lb uplift at joint 4. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any, electronic copies. Michael S. Magid PE No.53981 MiTek I1SA, Inc. FL Cer 9634 6904 Parke East Blvd. Tampa FL 33810 Date: August 18,2020 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MII-7473 rev. 51192020 BEFORE USE. Design valid for use only with MIrek® connectors. This design is based only upon parameters shown, and is for an Inc Mdual building component, not ' a truss system. Before use, the building designer must vedy the applicability of design parameters and property incorpo As this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional emporary and permanent bracing MOWIs always required for stability and to prevent collapse with possible personal injury and property damage. For general uidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUlP11 Quality Cdtej Is, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Sa/etylnformation available from Truss Plate Institute, 2670 Crain Highway, Suae 203 Waldorf, MD 20601 Tampa; FL 36610 Job Truss Type Qty Ply MARTINEZ RESIDENCE ]Truss T21046925 509898 EJ9 Jack -Open 13 1 Job[ o tional I I...". LUIIIUGI Vulllpolly, rdun Ddy, rL -acaw, 4-5-4 6.00 12 11 3x4 10 2 1 3x4 = 6 2x4 II 2-0-0 D.JJU 9 Jul zz zuzu MI I eK Inaustrles, Inc. I ue Aug its ut:4b:u4 zuzu Page 1 3 5 4 3x4 = Scale = 1:28.4 LOADING (psf) SPACING- 2-0-0 CSI. DEI L. in (loc) Vdefl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.88 Ver (LL) -0.06 5-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.38 Ve (CT) -0.12 5-6 >652 240 BCLL 0.0 Rep Stress Incr YES WB 0.20 Ho (CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wi d(LL) -0.01 5-6 >999 240 Weight: 40 lb FT = 20% LUMBER- BRP MING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 5=Mechanical, 6=0-8-0 Max Horz 6=273(LC 12) Max Uplift 3=-178(LC 12). 5=17(LC 12), 6=-271(LC 12) Max Grav 3=209(LC 17), 5=120(LC 3), 6=578(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-286/20 BOT CHORD 5-6=-321/263 WEBS 2-5=-269/328, 2-6=475/586 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h 15ft; B=45ft'; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-1-0 to 2-11-0, Interior(1 2-11-0 to 8-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOI =1.60 plate grip DOL=1.60 2) n/a 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other ive 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 178 lb uplift at joint 3, 17 lb uplift at joint 5 and 271 lb uplift at joint 6. 1 This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE'No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 bolo:. August 18,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-74 3 rev. 51192020 BEFORE USE. ' Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an indiv dual building component, not a thus system. Before use, the building designer must verify the applicability of design parameters and properly incorpo ate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional emporary and permanent bracing M!Tek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general g Adance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criter e, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply MARTINEZ RESIDENCE T21046926 509898 EJ9A Jack -Partial 16 1 Job Reference (optional) o.OoU s Jw zc cU4U wm i eK inuusrnes, inc. i ue rwg i o ui:ao:-iz zuzu rage T IAgw5iBVEk64ynvAf-yVy7PBEzl4LyiRFDcNzVjPeF5VCOuAkH7nVvhYymggb 9-7-12 Scale = 1:30.7 i 9-7-12 LOADING (psf) TCLL 30.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.50 BC 0.48 WB 0.14 Matrix -MS DEFL. in Vert(LL) -0.09 Vert(CT) -0.18 Hoiz(CT) 0.00 Wir'd(LL) -0.01 (loc) Well Ud 6-7 >959 360 6-7 >478 240 4 n/a n/a 6-7 >999 240 PLATES GRIP MT20 244/190 Weight: 45 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 SO i CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 4=Mechanical, 5=Mechanical, 7=0-8-0 Max Horz 7=293(LC 12) Max Uplift 4=-136(LC 12), 5=81(LC 12). 7=-277(LC 12) Max Grav 4=158(LC 17), 5=186(LC 17), 7=606(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-424/149, 2-3=307/183 BOT CHORD 1-7=-104/422. 6-7=328/245 WEBS 3-6=-279/373, 3-7=427/411, 2-7=-96/264 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h 15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-1-0 to 2-11-0, Interior(1 2-11-0 to 9-7-0 zone; cantilever 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 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 b uplift at joint 4, 81 lb uplift at joint 5 and 277 lb uplift at joint 7. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any, electronic copies. Micheal S. Magid PE'No.53681 NhTek USA, Inc. FL Celt 6634 .6904 Parke East ilvd. Tampa FL 33610 Date: August 18,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. ' Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity, the applicability of design parameters and property incorpo a this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional emporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general uidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Crlte a, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Qty Ply MARTINEZ RESIDENCE ]T__ssTperu T21046927 509898 EJ9B Jak-Paal 1 1 Job Reference (optional) lbbetts Lumber company, Palm Bay, FL - 32905, 2x4 8.330 s Jul 22 2020 MiTek Industries, Inc. Tue Aug 18 07:45:13 2020 Page 1 Scale = 1:30.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.28 Vert(LL) -0.12 5-6 >730 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.56 Vert(CT) -0.25 5-6 >359 240 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horc(CT) 0.01 3 n/a We BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wiind(LL) 0.03 5-6 >999 240 Weight: 40 lb FT = 20% LUMBER- BRACING- TOPCHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 I except end verticals. WEBS 2x4 SP No.2 *Except* BOTICHORD Rigid ceiling directly applied or 9-9-9 oc bracing. 1-6: 2x6 SP No.2 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 6=0-8-0 Max Horz 6=223(LC 12) Max Uplift 3=-98(LC 12), 4=145(1_C 12), 6=51(LC 12) Max Grav 3=117(LC 17), 4=254(LC 17), 6=346(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 5-6=-355/224 WEBS 2-5=-299/475 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(l� 3-2-12 to 7-7-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DO =1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where alrectangle 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 98 Ib;uplift at joint 3, 145 lb uplift at joint 4 and 51 lb uplift at joint 6. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53681 Mirrik USA; Inc. FL Cer 6634 8604 Parke Fist Blvd. Tampa FL 33810 bato: August 18,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-74 3 rev. 51IM020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Indi dual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorpo ate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members onty. Additional emporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general g ildance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTP11 Quality Criter ta, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city Piy MARTINEZRESIDENCE T21046928 509898 EJ9C Roof Special 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.330 s Jul 22 2020 MiTek Industries, Inc. Tue Aug 18 07:45:14 2020 Page 1 6 3x6 = 4 3x4 = I$ A N Scale = 1:30.9 1-7-0 6-0-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.76 Vert(LL) -0.14 5-6 >656 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.61 Vert(CT) -0.27 5-6 >325 240 BCLL 0.0 Rep Stress Incr YES WB 0.21 Hori(CT) 0.01 1 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Wind(LL) 0.02 5-6 >999 240 Weight: 39 ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-0-2 oc bracing. REACTIONS. All bearings Mechanical. (lb) - Max Horz 6=181(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1, 4 except 3=178(LC 12), 6=-137(LC 12) Max Grav All reactions 250lb or less atjoint(s) 1, 3, 4 except 6=402(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 5-6=-405/285 WEBS 2-6=-388/290, 2-5=302/430 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3 second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 1-.7-0, Interior(1) I1-7-0 to 7-7-0 zone; cantilever 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except (jt=lb) 3=178, 6=137. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. This Item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Mictiaol S. Magid PE No.53661 M1ek LISA; ]ruf. FCCeli 6634 _ 6904 Parke East Blvd. Tampa FL 33610 August 18,2020 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and property.incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general gjidance regarding the fabdcaflon, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TFll quality Crlte e, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Oty Ply MARTINEZ RESIDENCE T21046929 509696 EJ9D Roof Special 1 1 Job Reference (opt •"-"••" "-• ""'• """'Y"' ), '���),.- �����, O.uJu D JUI c< tutu Ivll l en IIIUUJ"IIItlJ, Inl . 1 Utl HUy to u/:4o:-10 zu[u rage l ID:LOrpZy2oOYq;g 5iB,VEk64ynvAf-N4e71DGsK7jXZy_oHVW1KIGoNiCb5YIjpljZltymggY 3-7-0 7-7-12 3 7-0 4.0-12 6.00 12 3 I$ 3x6 II 4x4 = 18 5 6 3x6 4 3x4 = Scale = 1:30.9 3-7-0 3-7-0 7-7-12 4-0-12 LOADING (psf) SPACING- 2-0-0 CSI. DE FL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.37 Vert(LL) -0.14 5-6 >636 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.61 Vert(CT) -0.28 5-6 >313 240 BCLL 0.0 Rep Stress Incr YES WB 0.11 Hoiz(CT) 0.01 1 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wi nd(LL) 0.03 5-6 >999 240 Weight: 41 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. All bearings Mechanical. (lb) - Max Horz 6=120(LC 12) Max Uplift All uplift 100 lb or less at joints) 1, 4, 6 except 3=-119(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 1, 3, 4, 6 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BOT CHORD 5-6=-266/195 WEBS 2-5=-250/341 CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2. CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h 15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1l 3-1-12 to 7-7-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DO =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 ive loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 I uplift at joint(s) 1, 4, 6 except (jt=lb) 3=119. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.506.in. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53661 M1Tek USA, Ina FL C6r 6634 .6904 Parkri:East Md. Tampa FL 33610 Date:. August 18,2020 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 51192020 BEFORE USE. ' Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporiate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional Temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general g lidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality CrUe a, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply MARTINEZ RESIDENCE T21046930 509898 EJ9E Roof Special 1 1 Job Reference (optional) i iuueus Lumber tympany, Fdim Bay, FL - 32905, 1t1.J.7U s JUI 22 2020 Mi I eK Industries, Inc. I ue Hug i 6 U/:4b:15 202u Page 1 ID:LOrpZy2o0YgAgw5iBVEk64ynvAf-N4e71 DGsK?jXZv_oHVW1 K1 Gml iHl5YGjpljZltymggY ' 5-7-0 7-7-12 5-7-0 2-0-12 6.00 12 Scale=1:30.9 3 ` 4x6 = Id 3x6 I 1 o� 4 4 5 6 4x4 = 4 4x4 = 5-7-0 7--712 5-7-0 2 0 12 LOADING (psf) SPACING- 2-0-0 CSI. DEF L. in (loc) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.46 Vert(LL) -0.04 5-6 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.33 BC 0.28 Vert CT) -0.09 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Ho (CT) 0.01 1 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Win (LL) 0.01 5-6 >999 240 Weight: 51 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2. WEBS 2x4 SP No.2 BOT HORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical (lb) - Max Horz 6=59(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 3 except 1=153(LC 8), 4=-154(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 3, 6 except 4=324(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-289/329 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h 15ft; B=45ft; L=24ft; eave=oft; 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 7-7-0 zone; cantilever 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 I ve loads. 4) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 I uplift at joint(s) 3 except Qt=lb) 1=153, 4=154. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500 n. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE'No.53661, MtTek USA, Inc. FL Cert 6634 6604 P.arko East Blvd. Tampa FL 33610 Det®:. August 18,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-741 Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an indi.`Aldual 3 rev. 51192020 BEFORE USE. building component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary this design Into the overall and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and. property damage. For general gjridance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS111 if Quality Critet e, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Saretylnformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job I fuss Truss Type Qty Ply =DENCET21046931 509898 EJ9F Flat 1 1 (optional) Ibbeas Lumber Co, Palm Bay, FL 18.330 s Jul 22 2020 MITek Industries, Inc. Tue Aug 18 10:01:54 2020 Page 1 ID: LOrpZy2o OYgAgw5iB VEk64ynvAf-cOeYL3FICYH p3BYcTYO H9dFcebsE8YBfM I HQ Doymfih 7-7-12 7-7-12 46 II - . - . 1 6x6 = Ia '6 Scale = 1:32.9 LOADING (psf) TCLL 30.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC20171TP12014 CSI. TC 0.89 BC 0.51 WB 0.00 Matrix -MS DEFL. in Vert(ILL) -0.11 Vert(CT) -0.22 Horz(CT) 0.00 Wind(LL) -0.02 (loc) Weil Ud 3-4 >776 360 3-4 >395 240 1 n/a n/a 3-4 >999 240 PLATES GRIP MT20 244/190 Weight: 59 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP ({HORD 2-0-0 oc purlins (5-3-4 max.): 1-2, except end verticals. BOT CHORD 2x4 SP No.2 BOT dHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 WEBS Web Brace: Length (member) 6-6-1 (2-4); OTHERS 2x4 SP No.2 REACTIONS. All bearings Mechanical. (lb) - Max Uplift All uplift 100 lb or less at joint(s) except 1=212(LC 8), 2=-212(LC 8) Max Grav All reactions 250lb or less atjoint(s) 3, 4 except 1=272(LC 1), 2=272(LC 1) I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; t 15ft; 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 7-6-0 zone; cantilever 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 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 212 lb uplift at joint 1 and 212 lb uplift at joint 2. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the !top and/or bottom chord. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. irrohael S. Magid PE No.53681 MITek USA; Ina FI: Cerf§834 6904 Parke East BNd. Tampa FL 33610 Dato:. August 18,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 Design valid for use only with M7ek®connectors. This design Is based only upon parameters shown, and is for an Individual rev. 5I192020 BEFORE USE. building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property-incorpo a this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional emporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general uldance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Ouellfy crlteNe, DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate. Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 213601 Tampa, FL 36610 Job Truss Truss Type oty Ply MARTINEZ RESIDENCE T21046932 509898 EJ9G Half Hip 1 1 Job Reference (optional) ,.......... �..,,,......,..... a„n , o,,,, may,. , -- , 6 4x4 = 9 3x4 = 7 ?�-ei 8 o.Jou i Jul L zuzu Nil r eK w5iB VEk64ynvAf-JTIuSv 16 3 5 4 3x4 = Id inc. i us Aug io ur:gx-1 i zuzu rage i Scale = 1:37.6 3-9-14 3-9-14 7-7-12 3-9-14 LOADING (psf) SPACING- 2-0-0 cSl. DE L. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.26 VeI(LL) -0.15 5-6 >604 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.65 Vef�CT) -0.30 5-6 >297 240 BCLL 0.0 Rep Stress Incr YES WB 0.16 Ho (CT) 0.03 3 n/a n/a BCDL 10.0 Code FBC2017/FPI2014 Matrix -MS Wir d(LL) 0.02 -16 >999 240 Weight: 57 lb FT = 20% LUMBER- B CING- TOP CHORD 2x6 SP No.2 TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-3, except end verticals. BOT CHORD 2x4 SP No.2. BO CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 6=Mechanical Max Uplift 3=-B1(LC 8), 4=-89(LC 8), 6=170(LC 8) Max Grav 3=118(LC 1), 4=231(LC 1), 6=350(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES. 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h 15ft; B=45f; 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(l) 3-1-12 to 7-7-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DO =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 z rectangle 3-6-0 tall by 2-0-0 wide will rd between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 1 uplift at joint 3, 89 lb uplift at joint 4 and 170 lb uplift at joint 6. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along; tip and/or bottom chord. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid P.E'No.63981 MITek USA,1nc. FL &A 6G3} 6904 Parke Eact Blvd. Tampa FL 33910 Date: August 18,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7 73 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an indi 'dual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorp rate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general uldance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS1/TPi1 Qualify Cr/te la, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate. Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa; FL 36610 Job Truss Truss Type City Ply MARTINEZ RESIDENCE T21046933 509898 EJ9T Jack -Open 7 1 Job Reference (optional) I IoaeUS Lumber company, raim bay, rL-azauo, C.33U s Jul ZZ ZUZU MI I eK mausines, Inc. I ue AUg 10 WAD: I U ZUZD rage i LOrpZy2oOYgAgw5i BVEk64ynvAf-nfJ G gEJkdw65QMjNzd4kyguHuvE?ItU9V iyDvCym gqV 6.00 12 14 13 2 4x4 = 5 3x4Fi = 0 3x4 = 2x4 11 7 6 3x4 I I 3 N f` Scale = 1:28.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.48 Ver1(LL) -0.12 6 >667 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.57 Veer (CT) -0.24 6 >326 240 BCLL 0.0 Rep Stress Incr YES WB 0.25 Hori(CT) 0.08 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wiind(LL) 0.10 6 >819 240 Weight: 36 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP SS TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 9=0-8-0 Max Horz 9=273(LC 12) Max Uplift 3=-185(LC 12), 4=1(LC 12), 9=-241(LC 12) Max Grav 3=223(LC 17). 4=138(LC 3), 9=629(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-314/66 BOT CHORD 1-9=-27/266, 7-9=308/201, 5-8=-201/308 WEBS 8-9=-542/584, 2-8=481/620 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Dpsf; h715ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-1-0 to 2-11-0, Interior(1) 2-11-0 to 8-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOLL=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 ive 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 185 I D uplift at joint 3, 1 lb uplift at joint 4 and 241 lb uplift at joint 9. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. MIChael S. Magid PE'No.53881 MiTek uSA, Inc: FLCelt863k . 6904 Parke. East SNd. Tampa FL 33610 hate: August 18,2020 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK-REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not 10 a truss system. Before use, the building designer must verify the applicability of design parameters and property incorpo ate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general uidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVnP11 Quality Cfite Is, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 35610 Job Truss Truss Type Qty Ply MARTINEZ RESIDENCE T21046934 509898 EJ91 Jack -Open 2 1 Job Reference (optional) I rUUaub LLff11Uer.UUnlpany, raun oay, rL- ocaUo, 0.03U 5 JUI LL LULU IVII IeK InuUSrrleS, Inu. I ue Hug is ut:4o:Uo ZUZU rage i 4-54 4-6-12 3 6.00 12 10 3x4 2 Ei 2x4 = 2x4 11 4 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFJL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.33 TC 1.00 Verfl(LL) 0.25 4-5 >316 240 TCDL 7.0 Lumber DOL 1.33 BC 0.73 Ve (CT) -0.13 4-5 >617 240 BCLL 0.0 Rep Stress Incr YES WB 0.18 Ho (CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS LUMBER- BRACING - Scale = 1:29.0 PLATES GRIP MT20 244/190 Weight: 40 lb FT = 20% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-10-11 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 Max Horz 5=273(LC 12) Max Uplift 3=-180(LC 12), 4=160(LC 12), 5=-416(LC 12) Max Grav 3=208(LC 17), 4=118(LC 3), 5=580(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 4-5=-606/221 WEBS 2-4=-226/619,,2-5=-491/297 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h 15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-1-0 to 2-11-0, Interio4i1) 2-11-0 to 8-11-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a�rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 180 Ip uplift at joint 3, 160 lb uplift at joint 4 and 416 lb uplift at joint 5. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michaal S. Magid PE'No.63681- MITNIt USA; Inc. FLCert 6634 .6904 Parke Eect Blvd. Tampa FL 33810 Data:. August 18,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-74173 rev. 5A92020 BEFORE USE. ' Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorpo ate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web andfor chord members only. Additional emporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general gggguidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSU7P11 Quality Crire!!a, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply MARTINEZ RESIDENCE T21046935 509898 EJ92 Jack -Open Girder 1 1 Job Reference (optional) o.oau s uu, cc cucu ,vu, e,c rnuusmes, ,nu. , ue mug -, a ur:va:uo tutu rage i ' 7-0-0 1 i 9-0 0 7-0-0 2-0-0 5x6 = 3 11 4 6.00 12 2x4 I I d 2 1 v 1 12 2x4 = 6 7 3x4 = 8 3x4 = 7-0-0 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in ([cc) Vdefl L/d TCLL 30.0 Plate Grip DOL 1.33 TC 0.37 Vert(LL) 0.09 6-7 >885 360 TCDL 7.0 Lumber DOL 1.33 BC 0.44 Vert(CT) -0.13 6-7 >621 240 BCLL 0.0 Rep Stress Incr NO WB 0.15 Ho(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Wt d(LL) 0.08 6-7 >970 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (size) 4=Mechanical, 7=0-8-0, 6=Mechanical Max Horz 7=215(LC 32) Max Uplift 4=37(LC 28), 7=392(LC 8), 6=340(LC 8) Max Gram 4=65(LC 25), 7=600(LC 1), 6=372(LC 36) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-7=-365/342, 3-6=311/316 PLATES GRIP MT20 244/190 Scale = 1:25.7 Weight: 44 lb FT = 20% CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except 2-0-0 cc purlins: 3-4. CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h 15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0A8; MWFRS (directional); cantilever left and right exposed ; Lumber DO =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 ive loads. 5) • This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 It uplift at joint 4, 392 lb uplift at joint 7 and 340 lb uplift at joint 6. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 285 lb down and 320 lb up at 7-0-0 on top chord, and 94 lb down and 196 lb up at 7-0-0 on bottom chord. The design/selectiojr of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=74, 34=74, 5-8=20 Concentrated Loads (lb) Vert: 3=-107(F) 12=35(F) This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any, electronic copies. Michiol S. Magid PE No.53081 fdr k USA, Inc. FLCert'6634 6904 Parkti Fist Blvd. Tampa FL 33610 bate: August 18,2020 A WARNING -Vedy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an indivtidual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorpo ate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse wfth possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP/1 Quality Crltelfe, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply MARTINEZ RESIDENCE T21046936 509898 EJ93 Half Hip Girder 1 1 Job Reference (optional) .ay, r�-.��aw, 8.330 s uui LL 2020 Mi i ek inausmes, Inc. I ue Aug i8 07:45:07 LULU rage i ID: OrpZy2oOYgAgw5iBVEk64ynvAf-cY96MUArCYjfbgNFpgN97LxS7UQwDvGY Vn8OKymggg ' 4- 06 5-11.4 9-3-8 22.1 3-74 34-4 Scale = 1:23.8 NAILED 5x6 NAILED NAILED 3 11 12 4 IA 6.00 12 2x4 11 2 0 m b C6 o5 1 RE9 13 .14 6 2x4 7 NAILED NAILED 3x4 = 5 3x4 = NAILED 2-0-0 �-0 9 3 8 2-0 0 -0-0 6-11-8 Plate Offsets X,Y — 3:0-3-0,0-2-0 LOADING (psf) SPACING- 2-0-0 CSI. DE FL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.27 Vert(LL) -0.27 6-7 >303 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.33 BC 0.79 Vert(CT) -0.30 6-7 >273 180 BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(CT) 0.04 4 n/a n/a BCDL 10.0. Code FBC2017/TPI2014 Matrix -MS Weight: 44 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (size) 4=Mechanical, 5=Mechanical, 7=0-8-0 Max Horz 7=183(LC 32) Max Uplift 4=-167(LC 5), 5=150(LC 5), 7=-385(LC 8) Max Grav 4=169(LC 37), 5=334(LC 30), 7=589(LC 39) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-335/293, 2-3=256/280 BOT CHORD 1-7=-201/298 WEBS 2-7=-298/308, 3-7=388/178, 3-6=-286/233 CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins: 3-4. CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.0psf; h 15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DO =1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water podding. 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 z rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 167 b uplift at joint 4, 150 lb uplift at joint 5 and 385 lb uplift at joint 7. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the kop and/or bottom chord. 9) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.143"x3.25") toe -nails per NDS guidlines. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or beck (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=-74, 3-4=-74, 5-8=20 Concentrated Loads (lb) Vert: 3=-35(B) 4=-43(B) 5=3(B) 11=12(B) 13=71(B) 14=12(B) This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid elect. pip MiTek USA; Inc. FL Cer! 6634 . 68114 Parke East Blvd. Tampa FL 33610 bete:. August 18,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,11II-7473 rev. 511192020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an indiyllri�clual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorpdrate building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional this design Into the overall temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and. property damage. For general uidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PI1 Quality Crhe Is, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain, Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Qty Ply MARTINEZ RESIDENCET21046937 TrufssType 509898 EJ94 ip 1 1 Job Reference (optional) rl mzou s Jul zz Zuzu MI I eK moustrles, Inc. I ue Aug 1 ti U/:4b:Uti ZU2U Hage 1 .OrpZy2oOYgAgw5iB VEk64ynvAf-4ki UZgBTzsrW DgySNXu OYZUY_tngyM phC9XhYnym gqf 9-3-8 5x6 = 3 4 6.00 12 12 3x4 i 11 2 1 Li 2x4 = 7 2x4 II 6 4x4 = 5 LOADING (psf) SPACING- 2-0-0 CSI. DE L. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1.33 TC 0.64 Val (ILL) -0.12 6-7 >672 360 TCDL 7.0 Lumber DOL 1.33 BC 0.75 Ve (CT) -0.21 6-7 >395 240 BCLL 0.0 Rep Stress Incr YES WB 0.14 Ho (CT) -0.12 4 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Win (LL) 0.20 6-7 >420 240 LUMBER- BRACING - Scale = 1:27.7 Ia PLATES GRIP MT20 244/190 Weight: 45 lb FT = 20% TOP CHORD 2x4 SP No.2 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 2-0-0 oc purlins: 3-4. WEBS 2x4 SP No.2 BOT HORD Rigid ceiling directly applied or 7-4-3 oc bracing. REACTIONS. (size) 4=Mechanical, 5=Mechanical, 7=0-8-0 Max Horz 7=244(LC 12) Max Uplift 4=-50(LC 9). 5=-136(LC 12), 7=-298(LC 12) Max Grav 4=98(LC 1), 5=205(LC 17). 7=591(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 6-7=-323/247 WEBS 2-7=-394/483, 3-6=153/308, 2-6=-258/344 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h= 15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-1-0 to 2-11-0, Interior(1) 2-11-0 to 7-11-4, Exterior(2) 7-11-4 to 9-2-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for rea ions 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 I ve loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 lb uplift at joint 4, 136 lb uplift at joint 5 and 298 lb uplift at joint 7. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the t p and/or bottom chord. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PIE No.53681 MlTeit US,X Iric. FL Cert 6634 6804 Parke East Blvd. Tampa FL 33610 DaM:. August 18,2020 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-74 3 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an indiv dual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorpoi ate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional emporary and permanent bracing iwiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general g idance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITP11 Quality Critei fa, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate. Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 - Tampa; FL 36610 . Job Truss Truss Type oty Ply MARTINEZ RESIDENCE T21046938 509898 E 995 Roof Special 1 1 . Job Reference (optional) r wDeUS LUMDer GOm party, valm day, t-L - 3z9U5, 8.33U s Jul 22 2020 MI I eK Industries, Inc. Tue Aug 18 07:45:09 2020 Page 1 w5iBVEk64ynvAf-YwGsn9C5k9zNr XexEPd4mlpwHGBhgogRpGF5Dymgge 7-3-4 9-3-8 Scale = 1:26.2 5-11-4 n n a-7.d pan �1ti e Plate Offsets (X,Y)— (3:0-3-0,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.24 Vert(LL) -0.01 7-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.17 Vert(CT) -0.01 7-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.01 7-8 >999 240 Weight: 51 lb FT = 20% LUMBER- BRA CING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 2-0-0 oc purlins (6-0-0 max.): 3-4. WEBS 2x4 SP No.2 BO CHORD Rigid ceiling directly applied or 6-D-0 oc bracing. REACTIONS. (size) 5=Mechanical, 6=Mechanical, 9=0-8-0 Max Horz 9=242(LC 12) Max Uplift 5=60(LC 12), 6=119(LC 12), 9=-300(LC 12) Max Grav 5=72(LC 17), 6=235(LC 17). 9=591(LC 1) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-342/184 BOT CHORD 1-9=-113/342 WEBS 2-9=-514/514, 4-7=256/287, 2-8=-136/282 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h 15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-1-0 to 2-11-0, Interioroi 2-11-0 to 5-11-4, Exterior(2) 5-11-4 to 7-3-4, Interior(1) 7-3-4 to 9-2-12 zone; cantilever left and 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) 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 alive load of 20.Opsf on the bottom chord in all areas where rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. This Item has been 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 60 lb uplift at joint 5, 119 lb uplift at joint electronically signed and 6 and 300 lb uplift at joint 9. sealed by Magid, Michael, PE 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any, electronic copies. INitihaol S. Magid PE No.53681 INITek USA, Inc. FL CarfW4 6804 Parkti East Blvd. Tampa FL 3*0 Detc: August 18,202C ® WARNING - Verify design parametera and READ NOTES ON THISI AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev..... . BEFORE USE. ' Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an indi%;dual a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorpo building component, not ate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members ony. Additional emporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general Guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTp/1 Quality Critei to, DSB-09 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate. Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply MARTINEZ RESIDENCE T21046939 509898 EJ96 Roof Special Girder 1 1 Job Reference o tional Irooetis Lumoercompany, Halm tray, I-L-32aub, 24-0 5x6 = 4x12 = 6.:1:1U s Jul zz LULU mi t eK Inausirles, inc. I ue AUg 1 t5 Ut:4a:1 U LULU rage i 5 6.00 12 3 2x4 II 2 1 13 B 7 _ 2x4 = 9 3x4 = 3 4 63x4 = 5-3-4 LOADING (psf) SPACING- 2-0-0 CSI. DE L. in (loc) Udefl Ud TCLL 30.0 Plate Grip DOL 1.33 TC 0.29 Vert LL) -0.02 8-9 >999 240 TCDL 7.0 Lumber DOL 1.33 BC 0.46 Vert CT) 0.03 8-9 >999 240 BOLL 0.0 Rep Stress Incr NO WB 0.11 Ho (CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS LUMBER- BRA TOP CHORD 2x4 SP No.2 TOP BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT REACTIONS. (size) 5=Mechanical, 6=Mechanical, 9=0-8-0 Max Horz 9=242(LC 8) Max Uplift 5=-118(LC 8), 6=82(LC 25), 9=-347(LC 8) Max Grav 5=139(LC 36), 6=193(LC 30), 9=560(LC 39) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-190/287, 3-4=-268/229 BOT CHORD 8-9=-267/237, 7-8=242/311 WEBS 3-9=-338/260, 3-8=66/255, 4-8=-345/191, 4-7=365/283 Scale = 1:26.0 0 N PLATES GRIP MT20 2441190 Weight: 47 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-4. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 6-7. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h 15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DO =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 I've loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 118 I uplift at joint 5, 82 lb uplift at joint 6 and 347 lb uplift at joint 9. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 223 lb down and 413 lb up at 3-11-4 on top chord, and 164 lb down and 361 lb up at 3-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=74, 34=74, 4-5=74, 6-10=-20 Concentrated Loads (lb) • Vert: 3=131(F) 13=157(F) This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53681 MiTek U§A, Inc. FeCert 81334. 68114 Pirko East 121I4d. Tampa FL 33610 Date: August 18,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-74 3 rev. 5/192020 BEFORE USE.�� Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedyincorporate building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members any. Additional this design into the overall }emporary and permanent bracing MiTeiC' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVrF11 Quality Critei la, DSB-99 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply MARTINEZ RESIDENCE T21046940 509898 EJ97 Jack -Open Girder 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.33 TCDL 7.0 Lumber DOL 1.33 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2017rTP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 8.330 s Jul 22 2020 Mi-rek Industries, Inc. Tue Aug 18 07:45:11 2020 Page 1 gAgwSiBV Ek64ynvAf-UJOcCrD LGnD54Hg12fS5AB66U5pP 9JV7u7lL95ymggc 5x6 = / 3x4 = 1 3x4 = 5 REACTIONS. (size) 4=Mechanical, 7=0-8-0, 6=Mechanical Max Horz 7=215(LC 8) Max Uplift 4=-38(LC 4), 7=-355(LC 8), 6=258(LC 8) Max Grav 4=64(LC 25), 7=607(LC 1), 6=452(LC 36) 9-0-0 CSI. DEFL. in (loc) Well L/d TC 0.36 Vert(LL) -0.13 6-7 >584 240 BC 0.69 Vert(CT) -0.20 6-7 >388 180 WB 0.14 Ho(CT)0.00 4 n/a n/a Matrix -MS FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-266/182 WEBS 2-7=-351/358, 3-6=360/324 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DO 3) n/a 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10:0 psf bottom chord live load nonconcurrent with any other 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 It 7 and 258 lb uplift at joint 6. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the I 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loE 7-0-0 on top chord, and 210 lb down and 143 lb up at 7-0-0 on bottom chord. The design/selel 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 bE LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=74, 34=74, 5-8=20 Concentrated Loads (lb) Vert: 3=-130(B) 12=24(B) Scale = 1:24.9 PLATES GRIP MT20 244/190 Weight: 44 lb FT = 20% CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins: 3-4. CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 15ft; B=45ft; L=24ft; eave=4ft; Cat. =1.60 plate grip DOL=1.60 ive loads. rectangle 3-6-0 tall by 2-0-0 wide uplift at joint 4, 355 lb uplift at joint and/or bottom chord. ,) 334 lb down and 345 lb up at n of such connection device(s) is (B)• This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Midhaal S. Magid PE No.53681 M, Nit USA', Inc. FL Cerf 6834 6804 Parke East Blvd. Tampa FL 33610 Data: August 18,2020 ®WARNING - Vedy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7 73 rev. 5/192020 BEFORE USE.�� Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy Incorporate building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional this design Into the overall 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 fabdoation, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/1 Quality Chilepe, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610 Job Truss Truss Type City Ply MARTINEZ RESIDENCE T21046941 509898 G1 Hip Girder 1 1 Job Reference (optional) I IDDeu9 Lumber Company, rain bay, rL - JZ'dU0, 6x6 = 3x6 I NAILED NAILED NAILED NAILED NAILED 6.00 12 4 5 27 29 30 NAILED M m U 5x10 - 24 2x4 II 3 2 3x4 N'T 1 nn fF O 17 36 16 37 38 15 14 39 40 41 6x6 = NAILED 4x4 = 3x4 //3x4 //3x4 // NAILED NAILED 3x6 = NAILED NAILED 3x8 MT20HS = NAILED 5x8 = t3.33U s JUI zz zuzu mi I eK Inausirles, Inc. 1 ue Aug i 6 ut:4b:zi zuzu rage i Scale = 1:65.5 NAILED NAILED NAILED 7x6 = NAILED NAILED 5x6 = _ 31 6 _ 32 _ 33 _ 34 7 35 U 00 it0 >15X8 8 2x4 II 9 v 10 1 42 13 43 44 45 12 46 11 6x12 MT20HS = NAILED 3x10 = 6x6. = 3x6 = NAILED NAILED NAILED NAILED LOADING (psf) TCLL 30.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress ]nor NO Code FBC2017lrP12014 CSI. TC 0.73 BC 0.58 WB 0.73 Matrix -MS DE Ve Ve Ho Wi FL. (LL) (CT) (CT) d(LL) in (loc) Vdefl L/d -0.28 14-16 >999 360 -0.42 14-16 >877 240 0.13 11 n/a n/a 0.34 14-16 >999 240 PLATES MT20 MT20HS Weight: 212 lb GRIP 244/190 187/143 FT = 20% LUMBER- B CING- TOP CHORD 2x4 SP No.2 `Except' TOP CHORD Structural wood sheathing directly applied or 2-8-5 oc purlins, except 4-6,6-7: 2x6 SP No.2 2-0-0 oc purlins (3-0-7 max.): 4-7. BOT CHORD 2x4 SP SS BO CHORD Rigid ceiling directly applied or 3-11-5 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 6-12 OTHERS 2x4 SP No.2 Web Brace: Length (member) 5-3-13 (4-14); REACTIONS. (size) 17=0-8-0, 11=0-8-0 Max Hone 17=-182(LC 6) Max Uplift 17=-1875(LC 8), 11=-1643(LC 8) Max Grav 17=2855(LC 36), 11=2720(LC 37) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-255/169, 3-4=3592/2275, 4-5=-4995/3264, 5-6=-4989/3258, 6-7=-3003/194 , 7-8=-3428/2136 BOT CHORD 1-17=-120/253, 16-17=-1155/1999, 14-16=-1833/3236, 13-14=-2858/4833, 12-13=-2858/4833, 11-12=1051/1767 WEBS 3-16=-853/1514, 4-14=-1418/2254,.5-14=-969/838, 6-14=303/260, 6-13=0/424, 6-12=-2223/1362, 7-12=-443/925, 8-12=-827/1464, 3-17=3164/2085, 8-11=302 /1859 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h-15ft; 8=45ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DO =1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. This Item has been 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. electronically signed and 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where rectangle 3-6-0 tall by 2-0-0 wide sealed by Magid, Michael, PE will fit between the bottom chord and any other members. using a Digital Signature. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 187I lb uplift at joint 17 and 1643 lb Printed copies Of this p uplift at joint 11. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. document are not Considered 9) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. signed and Sealed and the " 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 165 lb down and 206 lb up at signature must be verified 14-0-0, and 165 lb down and 206 lb up at 14-3-4 on top chord, and 77 lb down and 26 lb up at 14-0-0, and 77 lb down and 26 lb On any, electronic Copies. up at 14-3-4 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 b(B). Michael S. Magid PE No.53881 MITek USA, Inc. FL'Oerf66VI �ck " LOAD CASE(S) Standard 8904.Parke East Blvd. Tampa FL 3361D Date:. August 18,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7 73 rev. 5/192020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Ind/ idual building component, not �� a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorp building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional rate this design Into the overall temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general I iuldance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPN Quality Cate Is, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job ss Truss Type City Ply MARTINEZRESIDENCET21046941509898 T Hip Girder 1 1 Job Reference (optional) r iooeas Lumber company, raim day, t-L - s2au0, 8.330 s Jul 22 2020 MiTeK Industries, Inc. Tue Aug 18 07:45:21 2020 Page 2 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) • Vert: 1-4=74, 4-7=74, 7-10=74, 18-21=-20 Concentrated Loads (lb) Vert: 4=-28(F) 16=166(F) 24=86(17) 26=-57(F) 27=-271(F) 29=92(F) 30=92(F) 31=-9 (F) 32=-92(F) 33=-92(F) 34=92(F) 35=140(F) 36=-130(F) 37=-196(F) 38=-75(F) 39=-77(F) 40=26(F) 41=26(F) 42=-26(F) 43=-26(F) 44=-26(F) 45=-26(F) 4§ 185(F) A WARNING - Vedy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1192020 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an Ind! Must building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additions temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general 3uldance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Crift no, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type Qty Ply MARTINEZ RESIDENCET21046942 T 509898 G2 1 1 Job Reference (optional) .,,.... r... y, a .ay, _. , i 5.0.12 , 9.11-8 , 17-8-0 O.33U b Jul 44 LULU IVII I eK muuslrles, Inc. I ue Hug l O Ut:4O3/ ZUZU rage i lAgw5iBVEk64ynvAf-jJzSfkXf8mVPC HgOa7wBDgBWGai4FMNytA2j4bymggC Scale = 1:60.2 5x6 = 2x4 II 5x6 = 4 22 — 5 _ 23 6 6.00 112 i 4x6 i 4x6 3 7 2x4 11 P1 24 2x4 II 2 8 1 9 d ]' d 14 13 12 11 10 3x6 = 6x6 = 3x4 = 5x8 = 3x4 = 6x6 = 3x6 2.0:2 2 9-11.8 17-8-0 25-4-8 33.0-0 3 0 35.40 2-0-0 0- 7-7-8 7-8.8 7-S-8 7-7-8 0-4 2-0.0 Plate Offsets X,Y — 4:0-3-0,0-2-0 , 6:0-3-0,0-2-0 , 12:0-4-0,0-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEI L. in (loc) Well Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.53 Ve (LL) -0.11 12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.59 Ve {CT) -0.20 11-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.69 Ho (CT) 0.07 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Win I(LL) 0.11 12 >999 240 Weight: 188 lb FT = 20% LUMBER- BRA ING- TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-0-1 oc purlins, except 4-6: 2x4 SP SS 2-0-0 oc purlins (3-11-12 max.): 4-6. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 14=0-8-0, 10=0-8-0 Max Horz 14=228(LC 11) Max Uplift 14=-822(LC 12), 10=-708(LC 12) Max Grav 14=1668(LC 1), 10=1668(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2951151, 34=1838/1069, 4-5=2171/1375, 5-6=-2171/1375, 6-7=-1838/1069, 8-9=-295/151 BOT CHORD 1-14=-95/296, 13-14=-638/1262, 12-13=-698/1572, 11-12=-678/1572, 10-11=61g 1203, 9-10=-95/296 WEBS 3-13=-156/497, 4-12=-449/824, 5-12=661/558, 6-12=-449/824, 7-11 =-I 56/497, 3-14=-1860/1251, 2-14=182/283, 7-10=1860/1251, 8-10=182/283 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h= 15ft; B=45ft; L=3511; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-1-0 to 3-5-6, Interior(1) 3-5-6 to 9-11-8, Exterior(2) 9-11-8 to 14-11-7, Interior(1) 14-11-7 to 25-4-8, Exterior(2) 25-4-8 to 30-4-6, Interior(1) 30-4-6 to 36-5-0 zone; cantilever left and 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. This Item has been 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. electronically Signed and 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide sealed by Magid, Michael, PE will fit between the bottom chord and any other members. using a Digital Signature. 6) Provide mechanical connection (by others).of truss to bearing plate capable of withstanding 822 13 uplift at joint 14 and 708 lb uplift Printed copies of this at joint 10. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. document are not Considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53661 MITE USA; Inc. FL Cart 6634 ,6904 Parke East Blvd. Tampa FL 33610 data: August 18,202( A WARNING - Verify design parameter: and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 101II-7 73 rev. 51192020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 emporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. Far general uidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Duality Crlte a, DSB-99 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply MARTINEZ RESIDENCE T21046943 509898 G3 Hip 1 1 Job Reference (optional) I IDDetts Lumber Company, calm May, FL-:i29U5, 5x6 = 2x4 II 4 — 23 — 24 L 25 26 8.00 12 4x6 22 3 2x4 11 21 2 N 1 l+F d 14 13 29 12 3x6 = Bx6 = 3x4 = 5x8 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.33 TC 0.66 TCDL 7.0 Lumber DOL 1.33 BC 0.75 BCLL 0.0 Rep Stress Incr YES WB 0.78 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER- I TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 I REACTIONS. (size) 14=0-8-0, 10=0-8-0 Max Horz 14=-273(LC 10) Max Uplift 14=-822(LC 12), 10=-708(LC 12) Max Grav 14=1668(LC 1), 1 0=1 668(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-324/97, 34=1810/1069, 4-5=1773/1205, 5-6=-1773/1205, 6-7=A810/1 8-9=-324/97 BOT CHORD 1-14=-50/318, 13-14=-741/1534, 12-13=-646/1581, 11-12=-627/1522, 10-11= 9-10=-50/318 WEBS 3-13=-55/312, 4-12=-283/502, 5-12=-477/400, 6-12=-283/502, 7-11=-56/312, 3-14=-1916/1336, 2-14=-194/313, 7-10=-1916/1336, 8-10=-194/313 8.33U s Jul ZZ ZUZU MfI eK Industries, Inc. Tue Aug 18 07:45:39 2020 Page 1 5x6 = 6 30 11 3x4 = in (loc) I/defi L/d -0.1613-14 >999 360 -0.34 13-14 >999 240 0.07 10 n/a n/a 0.10 12 >999 240 Scale = 1:60.2 27 46 7 N 28 2x4 I I 8 9 IA d 10 6x8 = 3x8 = PLATES GRIP MT20 244/190 Weight: 197 lb FT = 20% CHORD Structural.wood sheathing directly applied or 3-5-13 oc purlins, except 2-0-0 oc purlins (4-0-3 max.): 4-6. CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 389, NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h-15ft; B=45ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-1-0 to 3-5-6, Interior(1) E3-5-6 to 11-11-8, Exterior(2) 11-11-8 to 16-11-7, Interior(1) 16-11-7 to 23-4-8, Exterior(2) 23-4-8 to 28-4-7, Interior(1) 28-4-7 to 35-5-0- zone; cantilever left and 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) 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 z rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 822 b uplift at joint 14 and 708 lb uplift at joint 10. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any. electronic copies. Michael S. Magid PE No.53681 MITek USA, Inc. FL Cert11SU .6904 Parke East Blvd. Tampa FL 33610 Doti: August 18,2020 A WARNING - Vedy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7,73 rev. 5/1e/2020 BEFORE USE. Design valid for use only with Mi rek® connectors. This design is based only upon parameters shown, and is for an indi dual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorp building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional rate this design into the overall temporary and permanent bracing MiTek' Isalways required for stability and to prevent collapse with possible personal Injury and property damage. For general g,g lit nce regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quagty CRteNa, DSB 8 end SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply MARTINEZ RESIDENCE T21046944 509898 G4 Hip 1 1 Job Reference o tional r iooe 1-8 Page 1 Imgg8 ale = 1:60.2 8 IA d LOADING (psf) TCLL 30.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2017IrP12014 CSI. TC 0.59 BC 0.57 WB 0.56 Matrix -MS DEFL. Vert(LL) Vert(CT) Hori(CT) Wtnd(LL) in (loc) Vdefl Lid -0.13 11-12 >999 360 -0.25 11-12 >999 240 0.05 9 n/a n/a 0.09 12 >999 240 PLATES GRIP MT20 244/190 Weight: 211 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-1-6 oc purlins, except 4-5: 2x4 SP SS 2-0-0 oc purlins (4-5-9 max.): 4-5. BOT CHORD 2x4 SP No.2 BOT,CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 WEBS Web Brace: Length (member) 8-1-13 (4-11); OTHERS 2x4 SP No.2 REACTIONS. (size) 15=0-8-0, 9=0-8-0 Max Horz 15=-318(LC 10) Max Uplift 15=822(LC 12), 9=708(LC 12) Max Grav 15=1668(LC 1). 9=1668(LC 1) FORCES. (lb) -Max. Comp:/Max. Ten. -All forces 250 (lb) or less except when shown. i TOP CHORD 2-3=-1851/1012, 3-4=-1714/1070, 4-5=-1437/1070, 5-6=1714/1070, 6-7=1851/1012 BOT CHORD 14-15=-301/370, 12-14=-756/1711, 11-12=-582/1509, 10-11=-737/1572 WEBS 2-1 5=-1 549/1084, 2-14=-927/1633, 3-14=-283/293, 4-12=50/389, 5-11=-53/329, 6-11=-253/218, 6-10=-284/293, 7-1O=927/1633, 7-9=-1549/1084 NOTES- i 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3 second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; hi 15ft; B=45ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-1-0 to 3-5-6, Interior(1) 3-5-6 to 13-11-8, Exterior(2) 13-11-8 to 18-11-7, Interior(1) 18-11-7 to 214-8, Exterior(2) 21-4-8 to 26-4-7, Interior(1) 264-7 to 35-5-0 zone; cantilever left and 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 3x4 MT20 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, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 822 b uplift at joint 15 and 708 lb uplift at joint 9. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. MichAoi S. Magid PE No.53881 MiTA USA, Inc. FL Cert6 U 8804 Parke East Blvd. Tampa FL 33810 Dato:. August 18,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7¢73 rev. 5/192020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an indi{a'dual a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorp building component, not rate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing WeV Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general I iuldance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/f Quality Cdte 19, DSB-89 and BCS/Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply MARTINEZ RESIDENCE T21046945 509898 G5 Hip 1 1 Job Reference (optional) nuuaua Lunwai wnrpdny, reran Dey,.rL-amw, 2-4.0 9-1-12 15-11-A 5x6 = 6.00 12 4 6x6 23 3 D.3DU 9 JUI zz zuzu mi I eK m0ustrles, Inc. I us Aug 16 ut:474z zuzu rage 1 LOrpZy2oOYgAgw5iBVEk64ynvAf-4GmLiSbozl7il2Y NgVMwjul7bQTwb9hlRmUloymgg7 1 26-2.4 330-0 , 3540 , 5x6 = 5 24 6x6. 6 Scale = 1:61.2 4x4 i 22Z 25 4x4 2 7 N 1 d 6 Io 15 14 13 12 11 10 9 3x6 II 4x4 - 3x6 - 5x8 - 4x4 - 3x8 II 3x6 3x6 = 2-0.0 2 1511-8 9-1-12 19.4.8 26.2-4 33-0.0 3 035-0.0 2-0.0 6-9-12 59-12 3-SO 6.9.12 0.9-12 2-0.0 Plate Offsets X,Y - 3:0-3-0,0-3-4 , 4:0-3-0,0-2-0 , 5:0-3-0,0-2-0 , 6:0-3.0,0-3-4 , 11:0-3-12,0 0 LOADING (psf) SPACING- 2-0.0 CSI. DE FL. in (loc) Ndefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.78 Ve (LL) -0.09 12-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.51 Ve (CT) -0.18 12-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.72 Ho (OT) 0.04 9 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MS Wi d(LL) 0.09 12-14 >999 240 Weight: 235 lb FT = 20% LUMBER- B CING- TOP CHORD 2x4 SP No.2 TOR CHORD Structural wood sheathing directly applied or 3-9-1 oc purlins, except BOT CHORD 2x4 SP No.2 2-0-0 oc purlins (4-11-14 max.): 4-5. WEBS 2x4 SP No.2 BO CHORD Rigid ceiling directly applied or 6-10-0 oc bracing. OTHERS 2x4 SP No.2 WEBS Web Brace: Length (member) 5-10-1 (3-12); 6-7-10 (4-11); 5-10-1 (6-11);. REACTIONS. (size) 15=0-8-0, 9=0-8-0 Max Horz 15=-363(LC 10) Max Uplift 15=-822(LC 12). 9=708(LC 12) Max Grav 15=1668(LC 1). 9=1668(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-191211001, 3-4=-1602/1006, 4-5=1313/1013, 5-6=1604/1007, 6-7=1911/ 001 BOT CHORD 14-15=-346/447, 12-14=-734/1687, 11-12=-461/1312, 10-11=-715/1616 WEBS 2-15=-1551/1091, 2-14=-867/1618, 3-14= 188/269,-3-12=486/335, 4-12=141/3 6, 5-11=-180/352, 6-11=-483/335, 6-10= 1891269, 7-10=-866/1617, 7-9=-1550/109 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h 15ft; B=45ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-1-0 to 3-5-6, Interior(1) 3-5-6 to 15.11-8, Exterior(2) 15-11-8 to 24-4-7, Interior(1) 24-4-7 to 35-5-0 zone; cantilever left and right exposed ;C-C for members a rid 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 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 822 lb uplift at joint 15 and 708 lb uplift at joint 9. S) Graphical purlin representation does not depict the size or the orientation of the purlin along the op and/or bottom chard. This item has been electronically signed and sealed by. Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Nfithaol S. Magid P,E'No.59881 NhT®k USA, Inc: EL Cert'6634 3804 Park9 East Md. Tampa FL 93810 Dfitai . August 18,2020 ® WARNING Verify design READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-71 73 5/192020 BEFORE USE. ' - parameters and Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual rev. building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorp building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Addiliona rate this design Into the overall temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Cfffl fie, DS249 and SCSI Building Component 6904 Parke East Blvd. Safetylnformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply MARTINEZ RESIDENCE T21046946 509898 G6 Common 2 1 Job Reference (optional) „"'�••� `-",,,'��, "�"'Y�''Y, cu n �aY, �� - ����+�, a.OJU s dul ZZ ZUZU N01 eK maustrles, mc. I Ue AUg 1 rs U/:4G:44 2U2u rage 1 ID�LOrpZy2o0YgAgw5iBVEk64ynvAf-Wu577d2VvNPXMiNU5Yq?BzdJO4XOa_UlFbghymgg5 1 rLnR 1]-an oe o — — " n 5x6 = Scale = 1:63.2 6.00 12 4 22 23 6x6 i 6x6 3 5 3x4 21 24 3x4 2 6 N 1 d 7 13 12 11 25 26 10 9 d 14 B 3x6 II 4x4 = 3x6 = 5x6 = 4x4 = 3x6 II 3x6 = 3x6 = 3x4 = 2-0-0 2- - 6-3-1 13-8-0 17-6-0 21-&0 29-0-14 33-0-0 33 35-4-0 2-0-0 3-11-1 7-4-15 40-0 40-0 7-4-14 3-11-2 - 2-0-0 (sets (X,Y)-- [3:0-3-0,Edge] [5:0-3-0 Edge] [10:0-3-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEL, in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.87 Ve (LL) -0.21 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.67 Ve (CT) -0.31 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.44 Ho (CT) 0.05 8 rile n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wi d(LL) 0.09 10-11 >999 240 Weight: 193 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 or 6-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 14=0-8-0, 8=0-8-0 Max Horz 14=-401(LC 10) Max Uplift 14=-822(LC 12), 8=708(1_C 12) Max Grav 14=1668(LC 1),8=1668(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1624/736, 3-4=-1707/1008, 4-5=1707/1008, 5-6=1625/736 BOT CHORD 13-14=-422/460, 11-13=-643/1786, 10-11=-309/1269, 9-10=-643/1603 WEBS 2-13=-572/1415, 3-13=-441/338, 3-11=438/400, 4-11=254/654, 2-14=-1627/101 , 4-10=-254/654, 5-10=438/400, 5-9=440/338, 6-9=-572/1416, 6-8=-1626/1017 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h 15ft; B=45ft; L=35ft; eave=5ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-1-0 to 3-5-6, Interior(1) -5-6 to 17-8-0, Exterior(2) 17-8-0 to 21-2-6, Interior(1) 21-2-6 to 35-5-0 zone; cantilever 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 %0 psf bottom chord live load nonconcurrent with any other ive 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 822 lb uplift at joint 14 and 708 lb uplift at joint 8. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. MichaofS. Magid FIE'No.53681 MiTek USA, Inc. FL-CeR6634 6004 Parke East Blvd. Tampa FL 33810 Daw, . August 18,2020 ,&WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7 73 rev. 5/1W020 BEFORE USE. Design valid for use onlywith MITek® connectors. This design is based only upon parameters shown, and is for an Ind/ 'dual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general uidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSbTP/1 Qualify Cdte Is, DSB-99 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply MARTINEZ RESIDENCE T21046947 509898 GB Common 1 1 Job Reference (optional) r looms Lumber company, Falm Bay, FL - 32905, t1.33U S JUI ZZ zuzu MI I eK Inbustrle5, Inc. I ue Aug 1 B U/:45:46 ZUZU Pagel I D: LOrpZy2oOYgAgw5iBVEk64ynvAf-z2?rYpel l Xd7ngslcWal4Z3zfC m_sTdHx3kivaymgg3 10-M 17-M 25-3-10 2 12 333-0 10-0-6 7-7-10 7-7-10 0 2 7-11.4 q = Scale = 1:61.7 • 6.00 12 4 18 19 6x6 3x4 3 5 20 3x4 i 5x8 17 6 2 13 12 11 10 21 22 9 8 7 3x6 II 4x4 = 3x4 = 5x6 = 3x4 = 3x6 II 3x4 = 3x4 = 2-0-0 2 631 13-8-0 17-8-0 21-8-0 25-3-12 29-0-14 33-3-0 2-0-0 0 4 3-11-1 7-4-15 4-0 0 4-0-0 3-7-12 3-9-2 4-2-2 Plate Offsets (X,Y)— [3:0-3-0,Edge], [9:0-3-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DE FL. in (loc) Udefl Ltd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.88 Vek(LL) -0.21 9-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.67 Veit(CT) -0.31 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.50 Ho¢¢(CT) 0.06 7 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Wind(ILL) 0.09 9-10 >999 240 Weight: 187 lb FT = 20% LUMBER- BRACING. TOPCHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BO CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 *Except* 6-7: 2x6 SP No.2 REACTIONS. (size) 13=0-8-0, 7=0-7-0 Max Horz 13=-371(LC 10) Max Uplift 13=-824(LC 12), 7=61O(LC 12) Max Grav 13=1678(LC 1). 7=1433(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 ,(lb) or less except when shown. TOP CHORD 2-3=-1637/740, 3-4=-1725/1019, 4-5=1742/1067, 5-6=1693/846, 6-7=-1401/77 BOT CHORD 12-13=-390/429, 10-12=-739/1771, 9-10=-410/1258, 8-9=767/1650 WEBS 2-12=-591/1428, 3-12=-446/346, 3-10=433/394, 2-13=1636/1020, 4-10=248/650, 4-9=-285/677, 5-9=-460/432, 5-8=405/298, 6-8=-490/1340 NOTES- 1)'Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h-15ft; B=45ft; L=33ft; eave=4ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-1-0 to 3-2-14, Interior(l) 3-2-14 to 17-8-0, Exterior(2) 17-8-0 to 20-11-14, Interior(1) 20-11-14 to 33-0-4 zone; cantilever 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 nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. This item has been 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 824 Ib uplift at joint 13 and 610 lb uplift electronically signed and at joint 7. sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michiliel S. Magid PE No.53681 MiTek uSX In c. FC Celt 6634 _ 5994 Park6.Eaot Blvd. Tampa FL 3391c Det®: August 18,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-71473 rev. 5/1 W020 BEFORE USE. ' Design valid for use only with Mi rek® connectors. This design is based only upon parameters shown, and is for an Intl idual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incwrp building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additiona rate this design Into the overall temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PN Quality Crib r1a, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 2670 Crain. Highway, Suite 203 Waldorf, MD 20601 { Tampa, FL 36610 Job Truss Truss Type Qty Ply MARTINEZRESIDENCE T21046948 509898 G9 Hip 1 1 Job Reference (optional) 6 S U.M.emc, vompai y, rani, say„rL - num, 8.33u s JUI LL LULU IVII I eK inausines, inc. I ue AUg I UV40:48 2U2U rage i ID LOrpZy2oOYgAgw5iBVEk64ynvAf-vQ7czVgZY8urOz?8jxcmA_8l5?SRKMgaPNDpzSymggl 1 -9-0 i 10.0.6 17-7-0 1 -I1,-0 253-10 33.3.0 ' 10-0-6 7-6-10 9- -o 7-rr10 7-11.6 0-1-0 4x6 = Scale = 1:62.2 6.00 12 4 18 19 5x8 i 3x4 3 5 20 3x4 5x8 17 6 2 1 � o 13 12 ll 10 21 22 9 8 7 3x6 II 4x4 = 3x4 = 5x6 = 3x4 = 3x6 II 3x4 = 3x4 = 2 0 0 2 p 0 6-3-1 13-8-0 17-8-0 21-8-0 29-0-14 333-0 2-0-009 3-11-1 7-4-15 4-0-0 4-0-0 7-4-14 4-2-2 [X,Y)— [3:0-4-0,0-3-01,[9:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DE L. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.94 Ve (LL) -0.21 9-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.67 Ve (CT) -0.31 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.52 Ho (CT) 0.06 7 n/a n/a BCDL 10.0 Cade FBC20171TP12014 Matrix -MS Wi d(LL) 0.09 9-10 >999 240 Weight: 187 lb FT = 20% LUMBER- B CING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 `Except` 6-7: 2x6 SP No.2 REACTIONS. (size) 13=0-8-0, 7=0-7-0 Max Horz 13=-370(LC 10) Max Uplift 13=-824(LC 12), 7=61O(LC 12) Max Grav 13=1678(LC 1), 7=1433(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1637/764, 3-4=-1725/1048, 4-5=1741/1096, 5-6=1693/868, 6-7=-1401/794 BOT CHORD 12-13=-369/429, 10-12=-789/1771, 9-10=-443/1260, 8-9=792/1650 WEBS 2-13=-1636/1037, 2-12=-625/1428, 3-12=-446/360, 3-10=-429/413, 4-10=265/64 7, 4-9=-301/674, 5-9=-456/451, 5-8=-405/311, 6-8=-522/1340 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h15ft; B=45ft; L=33ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-1-0 to 3-2-14, Interior(1) 3-2-14 to 17-8-0, Exterior(2) 17-8-0 to 22-4-7, Interior(1) 22-4-7 to 33-0-4 zone; cantilever 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 pelf bottom chord live load nonconcurrent with any other ive 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8241b uplift at joint 13 and 610 lb uplift at joint 7. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53891 MITek Utl, Inc. FL CeR'6634 4904 Parke East Blvd. Tampa FL 33616 Date: August 18,2020 A WARNING - Verify design parameters'and READ NOTES ON THIS AND INCLUDED MITEK.REFERENCE PAGE MII-7 73 rev. 5/192020 BEFORE USE. ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an indi !dual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general Iuldance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYT1711 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate. Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa; FL 36610 Job Truss Truss Type Ply MARTINEZ RESIDENCE T21046949 509898 G10 Hip 1 1 1 Job Reference (optional) iuuoua wuwe, —..,Hairy, rann ony, • 7-A-n A-11J1 2-4-0 6-7-8 5x6 = 4 1 6.00 12 18 3 o.oau 5 JUI zz zuzu wa 1 eK inuusums, etc. i ue Hug l o ut:4o:za LULU wage l ID:LOrpZy2oOYgAgw5iBVEk64ynvAf-8d69jyNtRTkOW7bKIBgvric4Bwxyz?Tuf f aPymggQ 26-4 4 1 33-" 5x6 = 5 20 6 4x4 i 17 2 '0 1 lol 13 12 11 22 10 9 3x6 II 4x4 = 5x6 = 3x8 = 4x4 = LOADING (psf) SPACING- 2-0-0 CS1. DE TCLL 30.0 Plate Grip DOL 1.33 TC 0.77 Vei TCDL 7.0 Lumber DOL 1.33 BC 0.52 Val BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Ho'. BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wil LUMBER- BRE TOP CHORD 2x4 SP No.2 TOF BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 "Except' BOl 7-8: 2x6 SP No.2 WEE OTHERS 2x4 SP No.2 REACTIONS. (size) 13=0-8-0, 8=D-7-0 Max Horz 13=-325(LC 10) Max Uplift 13=824(1_C 12), 8=61 O(LC 12) Max Grav 13=1678(LC 1). 8=1433(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1921/1031, 3-4=-1648/1047, 4-5=135711042, 5-6=165011061, 6-7=1963/1 7-8=-1368/847 BOT CHORD 12-13=-305/400, 11-12=-835/1720, 10-11=-591/1364, 9-10=-846/1668 WEBS 2-13=-1558/1094, 2-12=-914/1647, 3-12=-210/281, 3-11=425/299, 4-11=119/41 5-1 0=-1 83/370, 6-10=-464/348, 6-9=180/251, 7-9=-788/1555 21 26-4.4 333-0 A-7.A A_1n_1z in (loc) Vdefl L/d -0.09 11 >999 360 -0.1711-12 >999 240 0.05 8 n/a n/a 0.0911-12 >999 240 Scale = 1:56.0 3x6 11 PLATES GRIP MT20 244/190 Weight: 210 lb FT = 20% Structural wood sheathing directly applied or 3-4-5 oc purlins, except end verticals, and 2-0-0 oc purlins (4-11-8 max.): 4-5. Rigid ceiling directly applied or 6-4-9 oc bracing. Web Brace: Length (member) 6-9-8 (4-10); NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h 15ft; B=45ft; L=33ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-1-0 to 3-2-14, Interior(1) 3-2-14 to 15-7-0, Exterior(2) 15-7-0 to 24-5-7, Interior(1) 24-5-7 to 33-0-4 zone; cantilever left and 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 3x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other ive loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 824 lb uplift at joint 13 and 610 lb uplift at joint 8. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the t p and/or bottom chord. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53681 MITek USA, Inc. FL Celt liGU 8804 Parke East Blvd. Tampa FL 33010 Date: August 18,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Milk 173 rev. 5/192020 BEFORE USE. ' Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorpgrate building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional ltemporary this design Into the overall and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITP11 Quality Cdte la, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Pl73JM.b RTINEZ RESIDENCE T21046950 509898 G11 Hip Girder 1 Reference (optional) 0 5x6 = 6.00 12 3x4 i 2 , 3x4 i 3 - 4-4-0 4 — 5 �1 a 4x8 = 16 15 22 23 14 3x8 II 44 = THD26-2 8x8 = THD26-2 7-10-0 LOADING (psf) SPACING- 2-0-0 CSI. DI TCLL 30.0 Plate Grip DOL 1.33 TC 0.34 Vi TCDL 7.0 Lumber DOL 1.33 BC 0.72 VI BCLL 0.0 Rep Stress Incr NO WB 0.47 Hi BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS W LUMBER- BR TOP CHORD 2x4 SP No.2 TO BOT CHORD 2x8 SP No.2 WEBS 2x4 SP No.2 *Except* BO 7-12: 2x8 SP No.2, 9-10: 2x6 SP No.2 REACTIONS. (size) 16=0-8-0, 10=0-7-0, 12=0-3-9 Max Horz 16=-275(LC 6) Max Uplift 16=-1887(LC 8). 10=-1156(LC 8), 12=7837(LC 8) Max Grav 16=3271(LC 17). 10=3013(LC 18), 12=15995(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4512/2538, 3-4=-3588/2076, 4-5=3073/1877, 5-6=3073/1877, 6-7=798/1 7-8=-945/2076, 8-9=-2667/964, 9-1 0=-1 744/654 BOT CHORD 15-16=-332/446, 14-15=-2179/3953, 13-14=-1596/3059, 12-13=-534/396, 11-12=-823/2312, 10-11=-308/698 WEBS 2-16=-3106/1865, 2-15=-2152/3850, 3-15=-517/762, 3-14=-1073/747, 4-14=70, 4-13=-595/381, 5-13=-365/253, 6-13=3590/6585, 6-12=6532/3459, 7-12=-4651 8-12=-5041/2286, 8-11 =-1 971/4781, 9-11 =-581/1664 D.—ma Jul cc tutu wu I ere mausuies, Inc. rue Aug l o ut;4o: 10 euzu rage 1 gAgw5iBVEk64ynvAf-nwrh E2 WPCSFhy_WeSitj BF5Dpm?enVNfQsZd?iym gqE $N3-111 28-1-9 33-3-0 11 4-9-15 5-1-7 11 5X6 = C9 CEI 6 2X4 I I � 7 24 2526 27 2812 29 THD26 10x14 = HDH28-2 THD26 THD26 Scale = 1:56.0 3x8 8 m N r 3x8 9 on I 30 11 31 32 10 THD26 BX8 - THD26 4X6 II THD26 28-1-9 in (loc) I/deft L/d PLATES GRIP -0.08 12-13 >999 360 MT20 244/190 -0.13 12-13 >999 240 0.01 10 n/a n/a 0.09 12-13 >999 240 Weight: 813 lb FT = 20% CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-6. CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-13. 205, NOTES- 1) 3-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, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 4 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face it the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7710; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h 15ft; B=45ft; L=33ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1887 Ib uplift at joint 16, 1156 lb uplift at joint 10 and 7837 lb uplift at joint 12, 10) Graphical purlin representation does not depict the size or the orientation of the purlin along th i top and/or bottom chord. 11) Use USP THD26-2 (With 18-16d nails into Girder & 12-1Od nails into Truss) or equivalent spacgd at 1-9-0 oc max. starting at 9-1-8 from the left end to 10-10-8 to connect truss(es) to back face of bottom chord. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Midhael S. Magid PE No.53681 MiTek USA, hie. FL eeit 6634 .6904 Park9 East Blvd., Tampa FL 33010 bat& August 18,2020 AWARNING -Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-74I7•3 rev. 51192020 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Ind pdual building component, not • a truss system. Before use, the building designer must verity the applicability of design parameters and properlyincorpgrate this design Into the overall p p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additions ffffff temporary and permanent bracing iTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general ]uidance regarding the li/I fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP/1 Quality Crfterla, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available. from Truss Plate. Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss qtyPy MARTINEZRESIDENCE FHipGiTrdyepre T21046950 509898 G11 1 Job Reference o tional W.U. wmpdny, rain oay, rL- ocauo, tr.;JJU s Jul ZZ ZUZU MI reK Industries, Inc. Tue Aug 18 07:45:35 2020 Page 2 NOTES- C - . _ 12) Use USP THDH28-2 (With 36-16d nails into Girder & 10-16d nails into Truss) or equivalent at 18-9-4 from the left end to connect truss(es) to back face of bottom chord. 13) Use USP THD26 nth 18-16d nails into Girder & 12-10d x 1-1/2 nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 20-10-0 from the left end to 30-10-0 to connect truss(es) to back face of bottom chord. IM) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pif) Vert: 1-4=74, 4-6=74, 6-9=74, 10-17=-20 Concentrated Loads (lb) Vert: 22=-1039(B) 23=-1202(B) 24=-4420(B) 26=2066(B) 28=-2066(B) 29=2066(B) 30-2075(B) 31=2075(B) 32=-2089(B) ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must vedfy the applicability of design parameters and properly Incwrpo`ate 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 iwiTek- Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general uidance regarding the fabdcalion, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P11 Quality Critei ra, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate. Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Qty Ply MARTINEZRE91DENCET21046951 FGiTrd.re 509898 H1 1 1 Job Reference (optional) IuvawniNany, rams oay,—- ocaua, o.33U s Juil zz duzu Ivll I eK Inaustrles, Inc. I Ile Aug i u ut:4b:oz zuzu rage i lAgw5iBVEk64ynvAf-nCN6osj3cNOHVbJvymhj KgJ2DdgkG7t9K?BO5Dymgpz 4-1 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. Scale = 1:65.3 NAILED NAILED NAILED NAILED NAILED NAILED 6.00 12 6x6 = NAILED NAILED 2x4 II 5x8 = NAILED NAILED 2x4 II NAILED 7xe = 2x4 II NAILED 6x6 = NAILED 3 2 9 4 0 31 5 32 33 6 34 35 7 36 8 7 3 9 9 NAILED 3x4 / N3X42 n 1 c5 11 - o T I� o 20 41 19 42 43 18 44 45 17 52 53 16 54 15 12 51 55 46 14 47 48 13 49 50 3x6 II 3x6 = 3x4 = NAILED 3x8 = NAILED NAILED5x8 = NAILED Sx8 = 3x6 II 3x8 = 3x4 = Sx8 = 3x6 = NAILED NAILED NAILED TAILED NAILED NAILED, NAILED NAILED NAILED NAILED LOADING (psf) SPACING- 2-0-0 CSI. DE TCLL 30.0 Plate Grip DOL 1.33 TC 0.68 Vei TCDL 7.0 Lumber DOL 1.33 BC 0.58 Vei BCLL 0.0 Rep Stress Incr NO WB 0.77 Ho BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Will LUMBER- BRE TOP CHORD 2x4 SP No.2 'Except' TOF 3-7,7-9: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOl WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 REACTIONS. (size) 20=0-8-0, 15=0-8-0, 12=0-8-0 Max Horz 20=160(LC 7) Max Uplift 20=-944(LC 8), 15=2050(1_C 8), 12=-1383(LC 8) Max Grav 20=1411(LC 36), 15=2379(LC 1), 12=1404(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1419/828, 3-4=-1675/1065, 4-5=1672/1062, 5-6=862/547, 6-7=-862/547, 7-8=0/497, 8-9=0/500, 9-1 0=-1 06/453, 10-11=635/1018 BOT CHORD 18-19=-620/1293, 17-18=-843/1678, 14-1 5=-906/702,13-14=-297/26, 12-13=-80- 11-12=-804/551, 16-17=-843/1678, 15-16=-894/691 WEBS 2-20=-1286/855, 2-19=-702/1255, 3-19=-331/193, 3-18=377/682, 4-18=-385/35E 5-16=-10001627, 6-16=-505/507, 7-16=-128812175, 7-15=2281/1963, 7-14=106 8-14=-352/294, 9-14=-377/248, 10-13=-842/795, 10-12=1084/1038 31-58 in (loc) Well L/d -0.07 17 >999 360 -0.11 16-17 >999 240 0.02 15 n/a n/a 0.09 17 >999 240 PLATES GRIP MT20 244/190 Weight: 235 lb FT = 20% CHORD Structural wood sheathing directly applied or 4-8-12 oc purlins, except 2-0-0 oc purlins (5-7-14 max.): 3-9. CHORD Rigid ceiling directly applied or 5-3-13 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; hr15ft; B=45ft; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; porch right xposed; 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 i I 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) 15 considers parallel to grain value using ANSIIrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 944 lb uplift at joint 20, 2050 lb uplift at joint 15 and 1383 lb uplift at joint 12. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the op and/or bottom chord. 9) "NAILED" indicates 3-1Od (0.148"x3") or 3-12d (0.148"x3.25') toe -nails per NDS guidlines. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 141 lb down and 149 lb up at 19-0-12, and 141 lb down and 149 lb up at 19-3-4 on top chord, and 44 lb down at 19-0-12, and 44 lb down at 19-374, and 687 lb down and 562 lb up at 37-8-8 on bottom chord. The design/selection of such connection devices) 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). This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Mi6661 S. Magid PE No.53681 MITek USA;, Inc.'FCCert'6834. 6304,12arkii East Blvd. Tampa FL 33610 Dat6: August 18,2020 WARNING -vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7�i73 rev. 5A9/2020 BEFORE USE. • Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorp rate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additions temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUlP/1 Quality Cri ria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Type Qty Ply MARTINEZ RESIDENCE TH'iupsGirder T21046951 509898 H1 1 1 Job Reference o tiorial HJUUH5 LUmoer uompany, calm Day, t-L - JZttu3, 8.330 S Jul 22 202U M ITeK Industries, Inc. Tue Aug 18 07:45:52 2020 Page 2 ID: LOrpZy2oOYgAgwSiBVEk64ynvAf-nCN6osj3cNOHVbJvymhjKgJ2DdgkG7t9K?B05Dymgpz i LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) • Vert: 1-3=74, 3-9=74, 9-11=-74, 15-21=-20, 15-24=20 Concentrated Loads (lb) Vert: 3=-50(B) 9=-60(B) 16=14(B) 6=-100(B) 27=-34(B) 29=-50(B) 30=50(B) 31=50(B) 32=-50(B) 33=-50(B) 34=50(B) 35=-50(B) 36=-60(B) 37=-60(B) 38=-60(B) 41=80(B) 42=7(B) 43=7(1]1) 44=7(B) 45=-7(B) 46=0(B) 47=0(B) 48=0(B) 49=0(B) 50=5B) 51=-687 52=-7(B) 53=7(B) 54=7(B) 55=7(121) A WARNING -Vedy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an Iddit}iduai rev. 5/192020 BEFORE USE. building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properlyincorpo building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional Injury damage. For to this design Into the overall emporary and permanent bracing the MiTek' Is always required for stability and to prevent collapse with possible personal and property general I fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS/?Pl1 Quality Crdeft uidance regarding DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type my Ply MARTINEZ RESIDENCE T21046952 509898 H2 Hip Girder 1 Job Reference o tional W=W01 w...H. iy, I—.. uay.......Y�, 7x8 = B DD 3x4 \\ 3 1-0 4x8 = 10x14 MT20HS = 4 �19 5 1 20 _ O.JJV J Jul LL GVLU IVII I BK If1UU5RIe5, Ir1G. I UB Aug l O V /:40:OD LULU raga i 5-7-0 2x4 17xg = 6� 7 Scale = 1:61.8 3x4 \\ � 3x4 \\ 2x4 II "4x82 d W1Z I a 3x4 \\ 14 21 22 23 24 25 26 27 28 29 15 13 12 11 10 930 8x8 = 10x10 = THD26 8x8 = THD26 10x10 —_ 10x14MT20HS II JUS24 4x6 __ JUS24 JUS24 3x10 II 4x8 = THDH28-2 THD26 THD26 TH 8 THD26 JUS24 JUS24 JUS24 2-0.0 2 8-9-0 -7 13-101 1, 11-0 24-0-0 29-7-0 36� 0 2-D-0 0- 6-5 0 0-10- 4 3 0 5-1-0 5-1-0 5-7-0 6-9-0 Plate Offsets X,Y — 1:0-1-4,0-0-9 , 3:0-6-4,0-3-0 , 7:0-6-4,0-3-0 , 11:0-7-0,0-3-12 , 12:0-5-0, 13:0-4-0,0-6-0 , 14:0-5-0,0-6-0 , 15:0-3-8,0-6-0 LOADING (psf) SPACING- 2-0-0 CSi. DEI�L. in (loc) Udefl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.58 Vert(LL) -0.17 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.53 Vert(CT) -0.26 13-14 >986 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.97 Ho4(CT) 0.06 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Win (LL) 0.18 13-14 >999 240 Weight: 568 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 3-5,5-7: 2x6 SP No.2 BOT CHORD 2x8 SP DSS *Except* 9-11: 2x8 SP No.2 WEBS 2x4 SP No.2 *Except* 3-15,4-13,4-12,5-12,5-11: 2x4 SP SS, 8-9: 2x6 SP No.2 OTHERS 2x4 SP SS REACTIONS. (size) 15=0-8-0, 11=0-8-0, 9=0-B-0 Max Horz 15=176(LC 6) Max Uplift 15=-3844(LC 8), 11=7705(LC 8), 9=-485(LC 8) Max Grav 15=7380(LC 17), 11=15256(LC 1), 9=382(LC 18) TOP BOT FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1469/711, 2-3=-1666/896, 34=-10791/5619, 4-5=7289/3329, 5-6=-2066 6-7=-2064/4365, 7-8=-302/1301, 8-9=325/775 BOT CHORD 1-15=-656/1377, 14-15=-4913/9767, 13-14=-5724/12214, 12-13=5723/12212, 11-12=2988/6964, 10-11=1187/255, 9-10=-307/376 WEBS 2-15=-634/517, 3-15=-10205/5152, 4-14=2144/463, 4-13=-2215/5194, 4-12=1 5-12=-4429/9756, 5-11=15128/7012, 6-11=542/347, 7-11=-4250/2664, 7-10= 8-1 0=-1 397/445, 3-14=-3173/6389 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, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 14-3 2x4 - 1 row at 0-3-0 oc 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face it ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.0psf; h= II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;porch right e grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other 8) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a will fit between the bottom chord and any other members. 9) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. E capacity of bearing surface. Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (47-6 max.): 3-7. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 5-11 Web Brace: Length (member) 5-5-2 (3-15); the LOAD CASE(S) section. Ply to B=4511t; L=3611t; eave=5ft; Cat. :d; Lumber DOL=1.60 plate ive loads. rectangle 3-6-0 tall by 2-0-0 wide designer should verify This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic. copies. Schaal S. Magid PE No.53681 MITek U$A, Inc. FL Cc1f6634 6604 Parke East Blvd. Tampa FL 33610 Data:. August 18,2020 AWARNING -Vedy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I192020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, end is for an Indi 'dual building component, not ��' a truss system. Before use, the building designer must vedfy the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general uttlance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/i Duality Crite Is, OSB-89 and BCS/ Building Component 6904 Parke East Blvd. Serery Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply MARTINEZ RESIDENCE T21046952 509898 H2 Hip Girder 1 2 Job Reference (optional) iuuaiw Lumber Company, raim tray, rL - sZaua, ,NOTES- 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3; 12) Graphical purlin representation does not depict the size or the orientation of the purlin along lit 13) Use USP THDH28-2 (With 36-16d nails into Girder & 10-16d nails into Truss) or equivalent at .14) Use USP THD26 (With 18-16d nails into Girder & 12-10d x 1-1/2 nails into Truss) or equivaler connect truss(es) to front face of bottom chord. 15) Use USP JUS24 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent spaced a truss(es) to front face of bottom chord. 16) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (pif) Vert: 1-3=74, 3-7=74, 7-8=74, 9-16=-20 Concentrated Loads (lb) Vert: 14=-4437(F) 13=2066(F) 10=-455(F) 21=2066(F) 22=-2066(F) 23=-2075(F) 30=-461(F) 8.330 s Jul 22 2020 MiTek Industries, Inc. Tue Aug 18 07:45:55 2020 Page 2 t4 lb uplift at joint 15, 7705 lb uplift at joint 11 and 485 lb uplift at joint 9. ;top and/or bottom chord. -9-4 from the left end to connect truss(es) to front face of bottom chord. spaced at 2-0-0 oc max. starting at 11-10-0 from the left end to 21-10-0 to 2-0-0 oc max. starting at 25-8-8 from the left end to 35-8-8 to connect 25=-2080(F) 26=-455(F) 27=-455(F) 28=-455(F) 29=-455(F) ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7 73 rev. 5/192020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property irate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general;uidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?Plf Quality Crib r1a, DSB-09 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldod, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply MARTINEZ RESIDENCE T21046953 509898 HJ2 Diagonal Hip Girder 1 1 Job Reference (optional) i iuumw uun,uc, wuiNcuy, rcim oay, ....... LOADING (pso TCLL 30.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 a.JSU s JURZ /uzu MI I eK Incustrles, Inc. I Ue AUg 1 t3 Ut:4b:bB ZUZU Page 1 5-6-1 3 NAILED NAILED 4.24 12 9 2x II 2 N D) N N 1 , 10 11 4 3x4 = NAILED NAILED NAILED NAILED 2x4 I I� 5.6.1 SPACING- 2-0-0 CSI. DErL. in (loc) I/deft L/d Plate Grip DOL 1.33 TC 0.98 Vert(LL) 0.03 4-5 >975 360 Lumber DOL 1.33 BC 0.93 Vert(CT) 0.05 4-5 >582 240 Rep Stress Incr NO WB 0.06 Ho (CT) -0.20 3 n/a file Cade FBC2017/TPI2014 Matrix -MP Wi d(LL) -0.04 4-5 >745 240 PLATES GRIP MT20 244/190 Scale = 1:15.7 Weight: 19 lb FT = 20% CHORD Structural wood sheathing directly applied or 3-5-6 oc purlins. CHORD Rigid ceiling directly applied or 7-9-12 oc bracing. REACTIONS. (size) 3=Mechanical, 4=Mechanical, 5=0-8-0 Max Horz 5=118(LC 8) Max Uplift 3=-308(LC 17), 4=332(LC 17), 5=-717(LC 8) Max Grav 3=149(LC 24), 4=181(LC 24), 5=828(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-440/343 NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h 15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DO =1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where E 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 308 lb uplift at joint 3, 332 lb uplift at joint 4 and 717 lb uplift at joint 5. 6) "NAILED" indicates 3-1 Old (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or bac k (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plo Vert: 1-3=74, 4-6=20 Concentrated Loads (lb) Vert: 9=175(F=88, B=88) 10=-145(F=-72, B=-72) 11=221(F=111, B=111) This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. IVlichael S. Magid PE No.53881 MiTek USA;'UIc:FL C46634 6604,12arkii East Blvd. Tampa FL 33810 Uato: August 18,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorpc rate 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 WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general uidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rPH Quality Crlte In, DS849 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Qty Ply 7pe FMARTINEZRESIDENCET21046954 509898 HJ2C Hip Girder 4 1 ce o tional I moettS Lumber uompany, Palm tsay, l-L - 329U5, • 2-2-9 0 2x4 = 4.24 12 3x6 11 6.330 S JUI 22 202U MITek Industries, Inc. Tue Aug 15 07:45:57 2020 Page 1 Agw5iBVEk64ynvAf-89A?ranCRvOZbMBsIKHu1 uO?ced9xY4vTHunmRymgpu LOADING (psf) SPACING- 2-0-0 CSI. DELL. in (loc) Well L/d TCLL 30.0 Plate Grip DOL 1.33 TC 0.25 Vert(LL) -0.02 4 >999 360 TCDL 7.0 Lumber DOL 1.33 BC 0.25 Vert(CT) -0.03 4 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Ho (CT) -0.01 2 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix -MP Win (LL) 0.02 4 >999 240 LUMBER- BRA TOP CHORD 2x4 SP No.2 TOP BOT CHORD 2x4 SP No.2 BOT WEDGE Left: 2x6 SP No.2 REACTIONS. (size) 2=Mechanical, 3=Mechanical, 1=0-8-0 Max Horz 1=85(LC 8) Max Uplift 2=-61(LC 21), 3=28(LC 1), 1=-346(LC 8) Max Grav 2=55(LC 13), 3=35(LC 8), 1=486(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h= II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a 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 61 lb and 346 lb uplift at joint 1. 6) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or bacl LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-2=74, 34=20 Concentrated Loads (lb) Vert: 6=-1 31 (F=-65, B=-65) 2 3 Scale = 1:11.6 PLATES GRIP MT20 244/190 Weight: 15 lb FT = 20% Structural wood sheathing directly applied or 4-0-1 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. t; B=45ft; L=24ft; eave=4ft; Cat. .60 plate grip DOL=1.60 loads. tangle 3-6-0 tall by 2-0-0 wide 'B) at joint 2, 28 lb uplift at joint 3 This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. MWhaat S. Magid PE'No.53681 MITek lJkk'I'nc. FL-Cert6634 6804 Parkli East Blvd, Tampa FL 33610 bate: - August 18,2020 NOTES O THIS AND INCLUDED MITEK REFERENCE PAGE Mll-74 WARNING -Verity design parameters and READ N N�� 3 rev. 51192020 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an intli dual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorpo to this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional emporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general g{{FFA++dance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTP/1 qualify Cdterfa, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Ply MARTINEZ RESIDENCE T21046955 509898 HJS Diagonal Hip Girder �Qty 1 1 Job Reference o tlonal ribbetts Lumber Company, Palm Bay, FL - 32905, 3 2x4 8.330 s Jul 22 2020 MiTek Industries, Inc. Tue Aug 18 07:45:58 2020 Page 1 'gAgw5iBVEk64ynvAf-cLkO3wogCDBQDWm3J1 o7a5Y1 ul rbg_Y2ixeLltymgpt 7-0-2 7-0-2 Scale = 1:18.6 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.79 Vert(LL) 0.04 5-6 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.33 BC 0.75 Vert(CT) 0.07 5-6 >654 240 BCLL 0.0 Rep Stress [nor NO WB 0.11 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wi d(LL) -0.06 5-6 >738 240 Weight: 29 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOPI CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-9-9 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 6=0-8-0, 5=Mechanical Max Horz 6=150(LC 8) Max Uplift 3=85(LC 8), 6=684(1_C 8), 5=-267(LC 17) Max Grav 3=113(LC 28), 6=829(LC 31), 5=150(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 1-2=324/566 BOT CHORD 1-6=-508/340, 5-6=508/190 WEBS 2-6=-553/397, 2-5=202/541 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3 second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; hi 15ft; B=45ft; L=24ft;.eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) n/a 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other ive 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 girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 lb� uplift at joint 3, 684 lb uplift at joint 6 and 267 lb uplift at joint 5. 7) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS gutdlines. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=44, 4-7=20 Concentrated Loads (lb) Vert: 10=178(F=89, 13=89) 11=-145(17=42, B=-72) 12=226(F=113, B=113) This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. wtihe®I S. Magid PE No.531181 MITeh USA; Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33010 Date: August 18,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 14II-7 Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual 73 rev. 51192020 BEFORE USE. building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional this design into the overall temporary and pennanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general uidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Cate Is, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss ss Type City Ply MARTINEZ RESIDENCE FDug T21046956 509898 HJ5A onal Hip Girder 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.330 s Jul 22 2020 MiTek Industries, Inc. TUB Aug 18 07:45:59 2020 Page 1 Scale=1:20.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.82 Vert(LL) 0.08 5-6 >722 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.76 Vert(CT) 0.12 5-6 >521 240 BCLL 0.0 ' Rep Stress Incr NO W I 0.12 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MS Wind(LL) -0.12 5-6 >509 240 Weight: 35 lb FT = 20% LUMBER- BRA ING- TOP CHORD 2x4 SP No.2 TOP HORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT HORD Rigid ceiling directly applied or 5-6-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 5=Mechanical, 6=0-8-0 Max Horz 6=179(LC 24) Max Uplift 3=-123(LC 8), 5=215(1_13 17), 6=686(LC 8) Max Grav 3=189(LC 28), 5=177(LC 24), 6=879(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-418/614 BOT CHORD 1-6=-550/435, 5-6=550/257 WEBS 2-5=-266/569, 2-6=584/407 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h= II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL 2) n/a 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a 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 123 1 joint 5 and 686 lb uplift at joint 6. 7) "NAILED" indicates 3-1 Od (0.148'k3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or bacl LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=74, 4-7=20 Concentrated Loads (lb) Vert: 10=178(F=89, B=89) 12=-145(F=-72, B=-72) 13=226(F=113, B=113) 15ft; B=45ft; L=24ft; eave=4ft; Cat. =1.60 plate grip DOL=1.60 loads. tangle 3-6-0 tall by 2-0-0 wide uplift at joint 3, 215 lb uplift at (B). This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Mit hael 8. Magid PE No.53681 MITA USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 bate: August 18,2020 A WARNING -Vedy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-74 3 rev. 51192020 BEFORE USE. • Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an indi dual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorpo ate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional emporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general g idance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTP11 Quality Critetje, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply MARTINEZ RESIDENCE T21046957 509898 HJ5P Diagonal Hip Girder 1 1 Job Reference (optional) I....o.... ro..y, - .ay, 1 11 3x4 = NAILED NAILED O.d3U 5 JUI zz zUGU wn r eK InUUSrnea, Inc. rue Hug l a ut:go:uu zuzu rage l 3-6-10 3 I$ 4.24 12 NAILED NAILED 10 3x4 2 Li N 12 5 NAILED NAILED 6 3x4 = 4 2x4 II Scale = 1:18.6 LOADING (psf) SPACING- 2-0-0 CSI. DE FL. in (loc) Vdefl Ltd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.79 Vert(LL) 0.04 5-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.75 Vey (CT) 0.07 5-6 >654 240 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(CT) -0.01 3 nla n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Wir d(LL) -0.06 5-6 >778 240 Weight: 29 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 6=D-8-0, 5=Mechanical Max Horz 6=150(LC 8) Max Uplift 3=-85(LC 8), 6=-688(LC 8), 5=-267(LC 17) Max Grav 3=113(LC 28). 6=826(LC 31), 5=101(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-323/566 BOT CHORD 1-6=-508/339, 5-6=508/188 WEBS 2-6=-554/396, 2-5=200/541 CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. CHORD Rigid ceiling directly applied or 5-9-9 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h 15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left a posed; Lumber DOL=1.60 plate grip DOL=1.60 2) n/a 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 E 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 85 It uplift at joint 3, 688 lb uplift at joint 6 and 267 lb uplift at joint 5. 7) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or bac k (B), LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=74, 4-7=20 Concentrated Loads (lb) Vert: 10=178(F=89,B=89)11=-145(F=-72,B=-72)12=226(F=113,B=113) This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.63681 MITek USA,'Inc. FL Ced6634 6904 Parke East Blvd. Tampa FL 33610 Dato: August 18,2020 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7 73 rev. 5/19R020 BEFORE USE. -- Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Indi idual building component, not a truss system. Before use, the building designer must vedfy the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general uidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSYTP11 Qualify Crde a, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate. Institute, 2670 Crain Highway, Sufte 203 Waldorf, MD 20601 1Tampa, FL 36610 Job Truss Truss Type Qty Ply MARTINEZ RESIDENCE T21046958 509898 HJ7 Diagonal Hip Girder 4 1 Job Reference o tional u��o,w uuwc wu Nauy, I—., oay, -- �ataa� 12 3x4 = NAILED NAILED 2-9-15 O.JOU S JUI LL LULU IVII I eK Incusines, Inc. I Ue Aug l O U/:4O:U1 LULU rage i r 4-11-10 3 NAILED 4.24 12 NAILED 11 NAILED NAILED 3x4 10 v 2 `} 13 14 5 6 NAILED NAILED 3x4 = 4 2x4 II NAILED NAILED Scale = 1:23.5 LOADING (psf) SPACING- 2-0-0 CSI. DE L. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.98 Vert(LL) -0.20 5-6 >385 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.73 Vert(CT) 0.16 5-6 >481 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.24 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 42 lb FT = 20% LUMBER- BRP CING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-8-5 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 5=Mechanical, 6=0-8-0 Max Horz 6=211(LC 8) Max Uplift 3=-159(LC 8), 5=128(LC 17), 6=-698(LC 8) Max Grav 3=213(LC 28), 5=173(LC 26), 6=939(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-508/611 BOT CHORD 1-6=-538/523, 5-6=538/312 WEBS 2-5=-319/549, 2-6=626/440 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3 second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; hi T15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DO =1.60 plate grip DOL=1.60 2) n/a 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other dive loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where 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 159 b uplift at joint 3, 128 lb uplift at joint 5 and 698 lb uplift at joint 6. 7) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per Nos guidlines. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=74, 4-7=20 Concentrated Loads (lb) Vert: 10=178(F=89, B=89) 12=-145(F=-72, B=-72) 13=226(F=113, B=113) This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michaal s. Magid PE No.53681 MIT®k USA; Inc. FL CeR 6634 6804 Parke Fait Blvd. Tampa FL 33810 Dat6: August 18,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7 73 rev. 5/192020 BEFORE USE. ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an indi,idual building component,. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorpc rate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general 1 juidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PH Qualify Cdte la, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty MARTINEZ RESIDENCE T21046959 509898 HJ7E Diagonal Hip Girder 2 [ly 1 Job Reference (optional) I IDDellS LUmDer Company, ralm bay, rL - aZ`JUO, 1-8-0 2 b.33U a Jul 22 2UZU MI I eK moustrles, Inc. I ue Hug lb U/:4b:U2 ZUZU rage 1 NAILED 4.24 12 NAILED 13 3x4 NAILED 3 NAILED 12 4 n Scale = 1:24.3 1� 1 14 7 15 6 2x4 = 8 NAILED 4x4 = NAILED 5 Bx8 \\ NAILED NAILED 3x4 = NAILED NAILED 1-0 0 1 8 0 5-7-4 9-10-1 1-4-0 -4- 3-11-4 4-2-12 Plate Offsets X,Y -- 8:0-0-9,0-1-10 , 8:0-1-12,0-1-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.32 Vert LL) 0.06 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.24 Vert CT) -0.03 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.14 Ho (CT) -0.01 5 rile n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Weight: 45 lb FT = 20% LUMBER- BRA ING- TOP CHORD 2x4 SP No.2 TOP HORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT HORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (size) 4=Mechanical, 5=Mechanical, 8=0-8-0 Max Horz 8=209(LC 8) Max Uplift 4=-117(LC 8). 5=360(LC 8), 8=-627(LC 8) Max Gram 4=131(LC 1), 5=209(LC 1), 8=606(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-401/515 BOT CHORD 6-7=-618/342 WEBS 2-8=-450/429, 2-7= 449/451, 3-6=-385/695 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h= 5ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left ex osed; 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 I ve loads. 3) • This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a ctangle 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 117 11 uplift at joint 4, 360 lb uplift at joint 5 and 627 lb uplift at joint 8. This item has been 6) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). electronically signed and sealed by Magid, Michael, PE LOAD CASE(S) Standard using a Digital Signature. 1) Dead +Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Printed copies of this Uniform Loads (plf) Vert: 1-4=-74, 5-9=20 document are not considered Concentrated Loads (lb) signed and sealed and the Vert: 8=-1 31 (F=-65, B=-65) 12=56(F=28, B=28) 13=-9(F) 14=72(F=36, 6=36) 15=-14(F=-17, B=3) signature must be verified on any electronic copies. Michael S. Magid PE'No.5368p MITek U4A;'Inc. FL Ce1f6634 8904 Parke East Blvd, Tampa FL 33610 August 18,2020 ® WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-74 3 rev. 5/192020 BEFORE USE. ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an indiwdual a truss system. Before use, the building designer must verify the applicability of design parameters and propedy Incorponate building component, not this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance and permanent bracing regarding the MiTek' fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSUTP/1 quality Criterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply MARTINEZ RESIDENCE T21046960 509898 HJ7P Diagonal Hip Girder 1 1 Job Reference o tional 1100e115 Lumoer%,Umpany, raim Day, rL-J/aUD, 3 III 13 3x4 = NAILED NAILED 4.24 12 NAILED NAILED 3x6 3 2x4 I I 11 2 14 NAILED 3x4 = NAILED D.JJU 5 Jul ZZ ZUZU IVII I eK Inausines, inc. I ue Aug l D ur:9o:u3 Zuzu rage l ID:LOrpZy2oOYgAgw5iBVEk64ynvAf-zJXH6dszOInjJHfO5aNIH9GuU2ZOLFinsDL6_5ymgpo 9-10-1 A-11-In NAILED NAILED 12 15 NAILED NAILED LOADING (psf) 13 3x4 = NAILED NAILED 4.24 12 NAILED NAILED 3x6 3 2x4 I I 11 2 14 NAILED 3x4 = NAILED D.JJU 5 Jul ZZ ZUZU IVII I eK Inausines, inc. I ue Aug l D ur:9o:u3 Zuzu rage l ID:LOrpZy2oOYgAgw5iBVEk64ynvAf-zJXH6dszOInjJHfO5aNIH9GuU2ZOLFinsDL6_5ymgpo 9-10-1 A-11-In NAILED NAILED 12 15 NAILED NAILED LOADING (psf) SPACING- 2-0-0 CSI. DE L, in (loc) Vdefl Ud TCLL 30.0 Plate Grip DOL 1.33 TC 0.80 Ve(LL) 0.15 6-7 >518 360 TCDL . 7.0 Lumber DOL 1.33 BC 0.67 Ve (CT) 0.17 6-7 >464 240 BCLL 0.0 Rep Stress Incr NO WB 0.12 Hoq(CT) -0.01 4 n/a n/a BCDL 10.0 Code FBC2017r rP12014 Matrix -MS Wirid(LL) 0.10 6-7 >792 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (size) 4=Mechanical, 5=Mechanical, 7=0-8-0 Max Horz 7=211(LC 8) Max Uplift 4=-123(LC 8), 5=163(LC 16), 7=-748(LC 8) Max Grav 4=157(LC 17), 5=53(LC 26), 7=892(LC 31) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-280/594, 2-3=230/627 BOT CHORD 1-7=-507/288, 6-7=316/232 WEBS 3-6=251/342, 3-7=631/319 4 e 5 3x4 Scale = 1:25.4 PLATES GRIP MT20 244/19D Weight: 43 lb FT = 20% CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; hT15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other ive 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 123 b uplift at joint 4, 163 lb uplift at joint 5 and 748 lb uplift at joint 7. 6) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlinei 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or bac (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 14=74, 5-8=20 Concentrated Loads (lb) Vert: 11=178(F=89, B=89) 13=-145(F=-72, B=-72) 14=226(F=113. B=113) This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Midliaal 3. Magid k ho.53881 MITek USA;1n0. FL _Cart 8634 . .88D4 Parke East Blid. Tampa FL s3i10 1)ato:: August 18,2020 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7 73 rev. 5/192020 BEFORE USE. ' Design valid for use only with Mrek® connectors. This design is based onlyupon parameters shown, and is for an indi 'dual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorpc building design. Bracing indicated is to buckling of individual truss web and/or chord members only. Additional rate this design Into the overall temporary and permanent bracing WOW prevent is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Crite Is, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafeW intormallon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 111 Job Truss Truss Type City Ply RESIDENCET21046961 FKARTINEZ 509898 K1 Hip Girder 1 1 Reference (optional) I IDDens LUmoer l:ompany, ralm tday, rL - JZVUS, tl.JJU 9 JUI 22 ZUZU MI I eK Inclustrles, Inc. I U8 Aug 1t3 Ut:4b:Uo zuzu rage i ID:L rpZy2oOYgAgwSiBVEk64ynvAf-viflXJtDYM1RZbpPD7QmMaLIZsGop3j4JWgC2zymgpm y 3-118 7-9-0 1 7-0 19-3-0 3-11-8 3-9-8 5-10-0 - 5-8.0 Scale = 1:32.9 ' 6x6 = NAILED NA LED NAILED 5x6 - NAILED NAILED 3 14 5 16 17 4 18 13 U 6.00 12 3x10 v 3x4 i ' 5 2 v �1 19 8 20 I1 22 7 23 9 3x6 I I NAILED NA LED NAILED 6 3x6 11 3x4 = 5x8 __ 4x8 = NAILED NAILED 2-0-0 2 7-9-0 1 7-0 19-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEI�L. in (loc) Vdefl L/d TCLL 30.0 Plate Grip DOL 1.33 TC 0.57 Verti(LL) -0.06 6-7 >999 360 TCDL 7.0 Lumber DOL 1.33 BC 0.58 Vert(CT) -0.11 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO W3 0.47 Horrzl(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(ILL) 0.08 6-7 >999 240 LUMBER- BRA TOP CHORD 2x4 SP No.2 `Except' TOP 3-4: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 BOT WEBS 2x4 SP No.2 *Except* 5-6: 2x6 SP No.2 REACTIONS. (size) 9=0-8-0, 6=0-7-0 Max Harz 9=139(LC 7) Max Uplift 9=-1133(LC 8), 6=907(LC 8) Max Grav 9=1613(LC 39), 6=1422(LC 37) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-179211158, 3-4=-157311135, 4-5=1615/1182, 5-6=1343/896 BOT CHORD 7-8=-960/1587 WEBS 2-8=-944/1568, 2-9=-1505/1071, 5-7=898/1490 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h: II; Exp C; Encl., GCpi=0.18; MW=RS (directional); cantilever left and right exposed ; Lumber DO 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 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where e will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1134 at joint 6. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the 1 8) "NAILED" indicates 3-1 Od (0.148"x3" ), or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or bac LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=74, 3-4=74, 4-5-74, 6-10=-20 Concentrated Loads (lb) Vert:13=-150(B) 14=84(B) 15=-84(B) 17=-84(B) 18=-150(B) 19=252(B) 20=-22(B) 21= PLATES GRIP MT20 244/190 Weight: 106 lb FT = 20% Structural wood sheathing directly applied or 3-8-3 oc purlins, except end verticals, and 2-0-0 oc purlins (5-3-4 max.): 3-4. Rigid.ceiling directly applied or 5-9-5 oc bracing. 15ft; B=45ft; L=24ft; eave=4ft; Cat. =1.60 plate grip DOL=1.60 ve loads. rectangle 3-6-0 tall by 2-0-0 wide lb uplift at joint 9 and 907 lb uplift ,p and/or bottom chord. (B). 22=22(B) 23=252(B) This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael 9. Magid PE No.53681 MITek I1SA Inc:FLCiA'6694. . 6904 Parko'East Blvd. Tampa FL 23610 low: August 18,2020 ® WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not WIF a truss system. Before use, the.building designer must verify the applicability of design parameters and property Incorpo building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional ate this design into the overall emporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general g Idance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSIITP11 Quality Crkelja, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safetylnfortnation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply MARTINEZ RESIDENCE T21046962 509898 K2 Hip 1 1 TrhheNe I , nber. r`e...ee..., o..I:.. o.... n nntlne .. ...... ._.. Job Reference (optional) .... ........ ...� .. _ Aug 6-7: 2x6 SP No.2 REACTIONS. (size) 10=0-8-0, 7=0-7-0 Max Horz 10=181(LC 11) Max Uplift 10=-548(LC 12). 7=324(LC 12) Max Grav 10=1028(LC 1), 7=768(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-387/176, 2-3=254/189, 3-4=806/503, 4-5=-640/543, 5-6=-845/482, 6-7=-6 7/502 BOT CHORD 1-10=-119/374, 9-10=-336/650, 8-9=267/640, 7-8=-205/253 WEBS 3-1 0=-1 010/810. 2-1 0=-1 59/281, 6-8=83/485 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h 15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW'RS (directional) and C-C Exterior(2) -0-1-0 to 2-11-0, Interior(112-11-0 to 9-9-0, Exterior(2) 9-9-0 to 15-9-15, Interior(1) 15-9-15 to 19-0-4 zone; cantilever left and right exposed ;C-C for members a d forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) + This truss has been designed for a live load of'20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 548 b uplift at joint 10 and 324 lb uplift at joint 7. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Micheal Si Magid PE MiTpk USA,,Inc.,FL'CeR 6634- No.5388y .6904,Parktifast Blvd. Tampa FL 33610 beta: - August 18,2020 A WARNING -Veit fy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7'I'73 rev. 5/192020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorpgrate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional Itemporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Cdte Is, DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply MARTINEZ RESIDENCE T21046963 509898 K3 Common 1 1 � Job Reference (optional) nuuetw LUI,IUGI uu111Pd1,y, I'd„rl ody, rL-0ZUUO, IDfLt ' 5-5-0 10-8-0 5-5.0 5-3-0 4} 4 I I 6.00 12 14 4x6 3 2x4 1113 2 m1 9 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.33 TCDL 7.0 Lumber DOL 1.33 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017frP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 *Except* 6-7: 2x6 SP No.2 REACTIONS. (size) 9=0-8-0, 7=0-7-0 8 10-8-0 mo,iu is a111 2L LULV mi I eK moustrles, Irlc. I u8 Aug its ut:46:iu zuzU vage'1 )Zy2oOYgAgw5iBV Ek64ynvAf-GfSwaOxM NvfjfM hMOY7x3d2BftzB U MLpToYzkBymgph 14-9-12 19-3-0 4-1-12 4-54 Scale = 1:36.6 15 4x4 5 16 2x4 II 6 a 7 6x6 = CSI. DEL. in (loc) Vdefl Ud TC 0.42 Vert(LL) -0.10 7-8 >999 360 BC 0.63 Vell -0.21 7-8 >957 240 WB 0.38 Hori(CT) 0.02 7 n/a n/a Matrix -MS Wino(ILL) 0.02 7-8 >999 240 TOP BOT PLATES GRIP MT20 244/190 Weight: 103 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. Max Horz 9=199(LC 11) Max Uplift 9=-548(LC 12), 7=324(LC 12) Max Grav 9=1028(LC 1), 7=768(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=364/157, 34=769/432, 4-5=-746/472 BOT CHORD 1-9=-1051357, 8-9=303/692, 7-8=-361/697 WEBS 4-8=-97/311, 3-9=1009/745, 2-9=-161/270, 5-7=-789/438 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h= 15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-1-0 to 2-11-0, Interior(l) 2-11-0 to 10-8-0, Exterior(2) 10-8-0 to 13-8-0, Interior(1) 13-8-0 to 19-0-4 zone; cantilever left and right exposed ;C-C for members arid 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,fd between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 548 1 uplift at joint 9 and 324 lb uplift at joint 7. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any, electronic copies. Michael 3. Magid PE No.53981 MITek USA; Ina FL Cert 6934 • 4904 Parke East 1211l Tampa FL 33910 Uato: - August 18,2020 ,&WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorp rate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and. property damage. For general uidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSH7P/1 Quality CAte(le, DSB-89 and BCS/Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 1Tampa, FL 36610 Job Truss Truss Type Qty Ply MARTINEZ RESIDENCE T21046964 509898 K4 Common Girder 1 Job Reference o tional Tibbetts Lumber Cmmnanv_ Palm Rav FI - 399n5 d R,Aq n a I„I 77'Jn,2n MTeL Inrl„efriec Inn T,n A— 1a m•Aa-4� on20 Page 1 4o3ymgpf 3x4 = 3x10 I I 7x8 = nuco-c 7x8 = nuco 7x8 = nuco 6x8 = 10-8-0 THD26 THD26 4-1-12 Scale = 1:38.3 Plate Offsets (X,Y)— [7:Edge,0-4-8], [8:0-3-8,0-4-4] [9:0-4-0 0-4-12] [10:0-3-12 0,4-8] I LOADING (psf) SPACING- 2-0-0 CSI. DE FL. in (]cc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.37 Verit(LL) 0.09 9-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.46 Vert(CT) -0.15 9-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.62 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC20171rP12014 Matrix -MS Wind(LL) 0.11 9-10 >999 240 Weight: 250 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 *Except* 7-10: 2x6 SP DSS BOT CHORD WEBS 2x4 SP No.2 *Except* 6-7: 2x6 SP No.2 REACTIONS. (size) 11=0-8-0, 7=0-7-0 Max Horz 11=199(LC 7) Max Uplift 11=-2268(LC 8), 7=2773(LC 8) Max Gram 11=4275(LC 1), 7=5921(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5361/2768, 3-4=-5746/2967, 4-5=5745/2968, 5-6=7026/3321, 6-7=5013/2397 BOT CHORD 10-11=-249/274, 9-10=-2402/4725, 8-9=-2899/6214, 7-8=291/603 WEBS 2-11=-4098/2225, 2-10=-2518/4877, 3-10=-747/346, 3-9=382/604, 4-9=-2435/4755, 5-9=-1520/573, 5-8=455/1323, 6-8=2730/5871 Structural wood sheathing directly applied or 4-7-6 cc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 cc, 2x6 - 2 rows staggered at 0-9-0 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc. 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 jndicated. 3) Unbalanced roof live loads have been considered for this design. J 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h 15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2268 lb uplift at joint 11 and 2773 lb uplift at joint 7. 8) Use USP THD26-2 (With 18-16d nails into Girder & 12-1Od nails into Truss) or equivalent at 9-1-8 from the left end to connect truss(es) to front face of bottom chord. 9) Use USP THD26 (With 18-16d nails into Girder & 12-1Od x 1-1/2 nails into Truss) or equivalents aced at 2-0-0 cc max. starting at 11-0-12 from the left end to 17-0-12 to connect truss(es) to front face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Miehatll S. Magid PE'No.53681 MiTA USA, Inc. FL Geri 6834 6304 Park® East Blvd. Tampa FL 33610 Date: August 18,2020 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev: 5l192020 BEFORE USE. • Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary this design Into the overall and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS1WP11 quality Criter/a, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply MARTINEZ RESIDENCE T21046964 509898 K4 Common Girder 1 n L Job Reference o tional Tibbetts Lumber Company, Palm Bay, FL - 329U5, LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=74, 4-6=74, 7-12=20 Concentrated Loads (lb) Vert: 8=-1440(F) 15=2557(F) 16=-1357(F) 17=-1514(F) 18=-1532(F) 8.330 s Jul 22 2020 MiTek Industries, Inc. Tue Aug 18 07:46:12 2020 Page 2 1 D: LOrpZy2oOYgAgw5iBVEk64ynvAf-C2ag?izovV*Rufrl7z2PB28Y2hhNyC46w614o3ymgpf A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/102020 BEFORE USE. Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must vedfy the applicability of design parameters and propertylncoric building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional rate this design Into the overall and permanent bracing MiTek prevent (temporary Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general uldance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/t Quelfty Critefia, DS9 and BCSI Building Component 6904 Parke East Blvd. Satetylnfonnadon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type qty Ply MARTINEZ RESIDENCE T21046965 509898 L1 Half Hip Girder 1 Job Reference (optional) IbbVUS Lumber Company, ralm nay, rL - JZ`JU0, N d 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.33 TC 0.30 TCDL 7.0 Lumber DOL 1.33 BC 0.42 BCLL 0.0 ' Rep Stress Incr NO WB 0.15 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (size) 6=Mechanical, 8=0-8-0 Max Horz 8=276(LC 8) Max Uplift 6=-758(LC 8), 8=629(LC 8) Max Grav 6=1136(LC 29), 8=1035(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 314/194, 34=809/426, 5-6=-346/301 BOT CHORD 1-8=-141/293, 7-8=480/644, 6.7=-435/668 WEBS 3-7=-196/276, 4-7=228/603, 4-6=-987/640, 3-8=-860/496 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 Do. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 Do. Webs connected as follows: 2x4 - 1 row at 0-9-0 Do. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face i ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DO 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where s will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 758 joint 8. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the 11) "NAILED" indicates 3-1Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-4=74, 4-5=74, 6-9=20 8.330 s Jul 22 2020 MTek Industries. Inc. Tue Aug 18 07:46:13 2020 Page 1 egGgjs42AhmkF9mmdKVymgpe Scale = 1:32.5 NAILED NAILED :L. in (loc) Udefl L/d PLATES GRIP (ILL) -0.07 7-8 >999 240 MT20 244/190 (CT) -0.10 7-8 >999 180 !(CT) -0.00 6 n/a n/a Weight: 154 lb FT = 20% -ING- CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. the LOAD CASE(S) section. Ply to it; B=45ft; L=24ft; eave=4ft; Cat. .60 plate grip DOL=1.60 ve loads. rectangle 3-6-0 tall by 2-0-0 wide uplift at joint 6 and 629 lb uplift at and/or bottom chord. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any, electronic copies. Michail S. Magid PE NoM681 Welt USA, Inc: FL Cert 6634 8364 Parkri East Blvd. Tampa FL 336111 bate: August 18,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5I192020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional Tfemporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general gggggguidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSU7P/f Quality Cdtetla, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply MARTINEZ RESIDENCE T21046965 509898 L1 Half Hip Girder 1 n L Job Reference (optional) ravens Lumoer company, rain nay, t-L - sZaub, LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 7=-54(F) 4=-123(F) 13=123(17) 14=-146(F) 15=-286(F) 16=54(F) 17=60(1`) 6.330 S Jul 22 2020 MITek Industries, Inc. Tue Aug 18 07:46:14 2020 Page 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-74 rev. 5/192020 BEFORE USE. ' Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an indi dual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional Iemporary and permanent bracing MiT®k� is always required for stability and to prevent collapse with possible personal injury and property damage. For general g idance regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANS11TPl1 Quality Critter a, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety In formation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type City Ply MARTINEZ RESIDENCE ]Half T21046966 509898 L2 Hip Girder 1 Job Reference o tional I "uuwm wmia—Y, rains Day,--_.U., 4-64 tl.JJU 5 JUI a ZUZU mi I eK Inousines, Inc. I Ue AUg 16 Uf:4t0 f ZUZU rage 1 5x6 = 2x4 II 3 4 NAILED 12 6.00 12 NAILED 3x4 i 11 NAILED 2 10 NAILED 3x8 9 1 13 14 7 15 16 6 17 JUS24 NAILED NAILED NAILED NAILED 5 2x4 I I 3x4 — 3x4 - 3x6 Scale = 1:36.3 LOADING (psf) SPACING- 2-0-0 CSI. DEF L. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.25 Vert LL) -0.03 7-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.36 Vert CT) -0.05 7-8 >999 240 BCLL 0.0 Rep Stress ]nor NO WB 0.16 Ho (CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Win (LL) 0.03 7-8 >999 240 Weight: 162lb FT=20% LUMBER- BRA TOP CHORD 2x4 SP No.2 TOP BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 *Except* BOT 1-8: 2x6 SP No.2 REACTIONS. (size) 5=Mechanical, 8=0-8-0 Max Horz 8=259(LC 8) Max Uplift 5=-615(LC 8), 8=420(LC 8) Max Grav 5=1222(LC 1), 8=1266(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1247/372, 2-3=-679/248, 1-8=930/326 BOT CHORD 7-8=-331/225, 6-7=538/1069, 5-6=227/454 WEBS 2-7=0/316, 2-6=780/399, 3-6=-276/830, 3-5=1120/559, 1-7=-227/941 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. Rigid ceiling directly applied or 10-0-0 oc bracing. 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, 2x6 - 2 rows staggered at 0-9-0 Do. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 Do. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply tc ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise ndicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h= 5ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl.,, GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL 1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other I ve loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a ectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) 'Refer to girder(s) for truss to truss connections. 9)'Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 615 I uplift at joint 5 and 420 lb uplift at joint 8. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the op and/or bottom chord. 11) Use USP JUS24 (With 4-1Od nails into Girder & 2-1Od nails into Truss) or equivalent at 1-7-12 fr m the left end to connect truss(es) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"4.25') toe -nails per NDS guidlines. LOAD CASE(S) Standard This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any, electronic copies. M1chasl.S. Magid P.E'No.53881 MITek USA; Ige FL Celt 66U' 6804 Parke East Blvd. Tampa FL 3381o. 0atc: August 18,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-M13 rev. 5/192020 BEFORE USE, ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individ ual building component, not a truss system. Before use, the building designer must vedfythe applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general gyitlance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Ouality.CAfe a, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Saklyinthrmatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 t I , Job Truss Truss Type City Ply MARTINEZ RESIDENCE T21046966 509898 L2 Half Hip Girder 1 2 Job Reference (optional) iuueus Lumber Company, ralm nay, t-L - aztsuo, LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 1-3=74, 3-4=74, 5-8=20 Concentrated Loads (lb) Vert: 9=16(B) 10=-44(B) 11=124(B) 12=-198(B) 13=-382(B) 14=212(B) 15=-131(B) 8.330 s Jul 22 2020 MiTek Industries, Inc. Tue Aug 18 07:46:18 2020 Page 2 Agw5iBVEk64ynvAf-1 CxyGl1 NUMfbcalvUE9pNJNbK5mJMOm_12UOOjymgpZ 17=-330(B) ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/192020 BEFORE USE. Design valid for use only with MrekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general gyldance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 tI. Job Truss Truss Type RESIDENCET21046967 509898 M1 Monopitch �Qty 7 [FTMARTINEZ ference o tional I IUU.LLS LUIIIUtlI V.mpalry, ra '1 Day, rL - J4vuu, •1 2-4-0 7-3-10 0.,MU 5 Jul LL LULU IVII I eK Inuustries, Inc. I Ue Aug l o Uf:go:LU LULU rage l IYgAgw5iB VEk64ynvAf-za3igR3dOzwlsuSHbfBHTkTvfvRIgl9Hm MzV4cymgpX 12-6-12 I-lu Scale = 1:37.8 4 6x12 i 6.00 12 2x4 3 6x8 = 12 3x4 i 13 2 0 1 N d 8 5 72x4 I I 3x4 4x8 — 3x4 = , 2-M 2," 7310 12-6-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d TCLL 30.0 Plate Grip DOL 1.33 TC 0.33 Vert(LL) 0.05 6-7 >999 240 TCDL 7.0 Lumber DOL 1.33 BC 0.33 Vert(CT) -0.03 6-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(CT) -0.06 12 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS LUMBER- BRACING - PLATES GRIP MT20 2441190 Weight: 84 lb FT = 20% TOP CHORD 2x4 SP No.2 TOP (CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x8 SP No.2 REACTIONS. (size) 7=0-8-0, 12=0-6-12 Max Horz 7=360(LC 12) Max Uplift 7=528(LC 12), 12=468(LC 12) Max Grav 7=721(LC 1), 12=397(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-429/441, 34=427/617 BOT CHORD 6-7=-272/149 WEBS 2-7=-619/687, 2-6=401/402, 3-6=-404/373, 4-6=-906/446, 4-12=-403/759 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-1-0 to 2-11-0, Interior(1) 2-11-0 to 11-9-12 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces 81 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 Le 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 rd between the bottom chord and any other members. 4) Bearing at joint(s) 12 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 528 lb uplift at joint 7 and 468 lb uplift at joint 12. I This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any, electronic copies. MIcliail S. Magid PE No.53881 MiTA USA; Inc. FL Cer! 6634 _ 6904 Park®fact Blvd, Tampa FL 33610 bet®: August 18,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7 73 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Intl a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate dual building component, not this design Into the overall bracing building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent u MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general 4uldance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11fP/1 Quality Cdtedo, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf. MD 20601 Tampa, FL 36610 c l 1 Job Truss Truss Type Qty Ply MARTINEZ RESIDENCE T21046966 509898 M2 Jack -Closed 1 1 Job Reference (optional) ,.,..,...., .......... ......ra,.�, . a„„ oy, ..-_- , 6.00 12 O.33U 5 JUI LL LULU MI I eK inaustrles, inc. I ue Aug lt5 ut:4ti:zi 'LULU vage 1 gw5iBVEk64ynvAf-Rnd4un3FnH29T21 U9MiW?y?4OJo3ZCHR?Oi3c2ymgpW 4 6x12 2x4 II 3 6x8 = 12 3x4 i 13 2 PU N d 72x4 I I 3x4 = 2-M 2.4-0 7-3-10 6 5 3x8 = 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 30.0 Plate Grip DOL 1.33 TC 0.33 Vert(LL) 0.05 6-7 >999 240 TCDL 7.0 Lumber DOL 1.33 BC 0.29 Veri(CT) -0.02 6-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.88 Ho r (CT) -0.06 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER- BRACING - Scale = 1:37.8 PLATES GRIP MT20 244/190 Weight: 84 lb FT = 20% 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 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x8 SP No.2 REACTIONS. (size) 7=0-8-0, 12=0-6-12 Max Horz 7=360(LC 12) Max Uplift 7=528(1_C 12), 12=468(LC 12) Max Grav 7=721(LC 1), 12=397(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-427/444, 34=435/630 BOT CHORD 6-7=-270/149 WEBS 2-7=-621/697, 2-6=409/402, 3-6=-409/377, 4-6=-912/453, 4-12=403/759 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.0psf; h 15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -0-1-0 to 2-11-0, Interior(1) 2-11-0 to 11-9-12 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearing atjoint(s) 12 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 528 lb uplift at joint 7 and 468 lb uplift at joint 12. 1 This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. M166asl S. Magid PE No.53681 MITek USA, Inc. FLCerl 6634 _ 6904 Parke East Blvd. Tampa FL 33810 DW: August 18,2020 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 51192020 BEFORE USE. • Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Indiv dual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorpoi ate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional emporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general g ldance regarding the fabdealion, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safetylnflonnatlon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type city ply INERESIDENCE MARalfereZ.ce T21046969 509898 M3 Jack -Closed 1 1 Job (optional) i wueua �umuer wmpeny, reins Dey, rr. - aZaw, 6.00 12 2x4 I I 2 9 46 i 1 6 2x4 II d.33U S JUI ZZ ZUZU Mn I eK Industries, Inc. I ue Aug 16 U/Ati:23 2U2U Page 1 'gAgw5iBVEk64ynvAf-N9lrJT5WJultjMBsGnk_4N5Q46Vx1 C, jSKB9hwymgpU 3 5x12 , 5 4 4x8 = 2x4 II 6x8 = 8 0 d Scale = 1:37.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.38 VerKLL) -0.02 5-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.20 Vert(CT) -0.04 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Hori(CT) -0.06 8 rile n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.01 5 >999 240 Weight: 77 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x8 SP No.2 REACTIONS. (size) 6=Mechanical, 8=0-6-12 Max Horz 6=293(LC 12) Max Uplift 6=-96(LC 12), 8=292(LC 12) Max Grav 6=475(LC 1), 8=463(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6= 424/219, 1-2=-487/99, 2-3=-490/309 BOT CHORD 5-6=-448/239 WEBS 1-5=0/296, 2-5=-431/457, 3-5=-499/577, 3-8=470/357 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h= II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1 left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. BL capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 lb joint 8. Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 8-9-8 oc bracing. 15ft; B=45ft; L=24ft; eave=4ft; Cat. 13-1-12 to 9-9-12 zone; cantilever 1.60 plate grip DOL=1.60 ive loads. ;rectangle 3-6-0 tall by 2-0-0 wide designer should verify at joint 6 and 292 lb uplift at This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Mjchaal S. Magid PE No.63681 MITek USA, Inc. FL Cerf 6634 6904 Parke East Blvd. Tampa FL 33610 Datc: August 18,2020 AWARMNG -VedN design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7413 rev. 5/192020 BEFORE USE. ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual a truss system. Before use, the building designer must veriWhe applicability of design parameters and properly incorporata building component, not this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional I )mporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety lnfarmation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 { Tampa, FL 36610 s A Job Truss Truss Type City Ply MARTINEZ RESIDENCE T21046970 509898 M4 Roof Special 1 1 Job Reference (optional) O.000 5 Jul Z4 LUGU MI IeK Inausirles, Irto. I ue Hug lb uf:4b:z4 zuzu rage 1 Scale = 1:37.8 3 6x12 i 6.00 12 3x4 = 5xe = I N 1 8 6x8 = 1b Al 1 N 6 5 3x4 \\ 3x4 \\ 3x4 \\ 9 3x4 \\ 3x4 \\ 4 3x6 II 3x8 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DIEFL. in (loc) I/defi L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.81 Vert(ILL) 0.27 4-5 >459 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.65 Vert(CT) -0.14 4-5 >850 240 BCLL 0.0 Rep Stress [nor YES WB 0.79 Ho (CT) -0.09 8 n/a n/a BCDL 10.0 Code FBC2017/TP]2014 Matrix -MS Weight: 87 lb FT = 20% LUMBER- Br'CING- TOP CHORD 2x4 SP No.2 TOP, CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD OTHERS 2x4 SP No.2 *Except* WEBS 3-7: 2x8 SP No.2 REACTIONS. (size) 6=Mechanical, 8=0-6-12 Max Horz 6=218(LC 12) Max Uplift 6=-330(LC 12), 8=-479(LC 12) Max Grav 6=475(LC 1), 8=436(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-471/764, 1-2=459/721, 2-3=-590/898, 4-7=-310/150, 3-7=310/150 WEBS 1-5=-1025/646, 2-5=-637/778, 3-5=1037/466, 3-8=-448/822 Structural wood sheathing directly applied or 244 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2. Rigid ceiling directly applied or 6-0-0 oc bracing. Web Brace: Length (member) 6-10-15 (3-5); NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h 15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 2-6-12, Interior(') 2-6-12 to 9-9-12 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions hown; 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, with BCDL = I O.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Bearing atjoint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Bi iilding designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 330 to uplift at joint 6 and 479 lb uplift at joint 8. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the op and/or bottom chord. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any, electronic copies. Michael S. Magid PE No.53681 MITek USA; Inc. FL Cert 6ro34 .6904 Parke East Blird. Tampa FL 33610 Date: August 18,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5119/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additions temporary and permanent bracing WOW 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 oftrusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MO 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply MARTINEZ RESIDENCE T21046971 509898 M5 Roof Special 1 1 Job Reference (optional) 4x4 = 1 6 3x6 I I 6.00 5x6 = moon s JurzZ zuzu MI I eK Incustrles, Inc. I ue AUg 16 UI:46:2t5 2UYU Page i 5 3x4 Q 3k \\ 3x4 \\ US = 10-6-12 3 6x12 fi 4 3x4 \\ 3x4 II N 6x8 = cl, 8 N d A A Scale = 1:39.5 LOADING (psf) TCLL 30.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.33 Lumber DOL 1.33 Rep Stress [nor YES Code FBC2017/TPI2014 CSI. TC 0.42 BC 0.34 WB 0.52 Matrix -MS DE Ver Ver:(CT) Ho L. in (LL) 0.07 -0.04 (CT) -0.07 (loc) Vdefl Ud 4-5 >999 240 4-5 >999 240 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 88 lb FT = 20% LUMBER- B CING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 SP No.2 *Except* WEBS Web Brace: Length (member) 5-5-15 (3-5); 3-7: 2x8 SP No.2 REACTIONS. (size) 6=Mechanical, 8=0-6-12 Max Horz 6=158(LC 12) Max Uplift 6=-355(LC 8), 8=461(LC 12) Max Grav 6=475(LC 1), 8=433(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-432/599, 1-2=383/563, 2-3=-490/706 WEBS 1-5=-671/461, 2-5=552/643, 3-5=-961/476, 3-8=-442/807 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; 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 9-9-12 zone; cantilever left and right exposed ; porch left 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) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 355 I uplift at joint 6 and 461 lb uplift at joint 8. 8) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53681 Mi rek USA,'lnc. FL serf 6634. 6804 Bark® East Blvd. Tarnpa FL 33616 bate: August 18,2020 ® WARNING - Vedy design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5N 912020 8FFORE USE. ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy Incorporate building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional this design Into the overall temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 Quality DSB-99 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 I Tampa, FL 36610 Job Truss Truss Type Qty Ply MARTINEZ RESIDENCE T21046972 509898 M6 Roof Special 1 1 Job Reference (optional) I looms LUlnoer t ornpany, ralm tsay, rL - 12SU0, 3x8 = 5x6 1 6 4x6 I I 5 6.00 12 u.63u s JUI zz LULU mi I eK InOusVles, Inc. I ue Aug its Ui:4ts:zts LULU rage 1 3 6x12 G 4 2x4 I I Bx8 = 8 LOADING (pso TCLL 30.0 SPACING- Plate Grip DOL 2-0-0 1.33 CSI. TC 0.67 DEFL. VeA(LL) in 0.20 (loc) 5-6 I/deft >594 L/d 240 TCDL 7.0 Lumber DOL 1.33 BC 0.58 VeA(CT) -0.11 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.79 Ho (CT) -0.06 8 file n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x8 SP No.2 REACTIONS. (size) 6=Mechanical, 8=0-6-12 Max Horz 6=97(LC 12) Max Uplift 6=402(LC 8), 8=-437(LC 12) Max Grav 6=475(LC 1), 8=433(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=412/529, 1-2=292/433, 2-3=-378/546 WEBS 1-5=455/313, 2-5=540/596, 3-5=-1009/524, 3-8=-438/783 O d A Scale = 1:37.8 PLATES GRIP MT20 244/190 Weight: 84 lb FT = 20% CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2. CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3 second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.0psf; h� 15ft; 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(') 3-1-12 to 9-9-12 zone; cantilever left and right exposed ; porch left 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) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 8 considers parallel to grain value using ANSUTPI 1 angle to grain formula. B Alding designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 402 lb uplift at joint 6 and 437 lb uplift at joint 8. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the op and/or bottom chord. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Midhaal S. Magid PE'No.53681 MlTiik US.A, Inc. FC:Cert 6634 6004 Parke East BNd. Tampa FL $3610 Date: August 18,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI I-7473 rev. 5/192020 BEFORE USE. • Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Inc a truss system. Before use, the building designer must verify the applicability of design parameters and property incorr ividual building component, not orate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addition; temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general) guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P11 Quality Crit9da, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 f 1 k Job Truss Truss Type City Ply MARTINEZ RESIDENCE T21046973 509898 M7 Roof Special 1 1 Job Reference o tional —,,—, ..,. „ro„y, , o,,,, oy, , - ­, ' 1.6-12 6.00 12 5x6 = 2 2x4 11 1 13 76x6 = 1-6-12 14 o.00u s jui z4 zuzu wu I eK inuUSmes, IrC. I us Hug it; Ur:4b:ze zuzu rage 1 Iw5iBVEk64ynvAf-CJ66ZWAGuk21 RHeOd2rOKeLL4XUbRoMcgFfUvaymgpO 10-6-12 , 4 5x6 =7x12 6 5 6x8 = 3x6 11 Scale = 1:37.7 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.73 VeA(LL) 0.41 6-7 >298 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.51 Vert(CT) -0.22 6-7 >557 240 BCLL 0.0 Rep Stress Incr YES WB 1.00 Ho (CT) -0.05 9 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 95 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP SS WEBS 2x4 SP No.2 OTHERS 2x8 SP No.2 REACTIONS. (size) 7=Mechanical, 9=0-6-12 Max Horz 7=81(LC 12) Max Uplift 7=-380(LC 12), 9=-429(LC 12) Max Grav 7=475(LC 1), 9=433(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-173/329, 3-4=267/450, 5-8=-209/463, 4-8=-209/463 BOT CHORD 6-7=-291/128 WEBS 3-6=-543/633, 4-6=16111702, 2-7=475/530, 4-9=437/830 CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-3. CHORD Rigid ceiling directly applied or 9-4-3 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-1-12 to 5-9-11, Interior(l) 5-9-11 to 9-9-12 zone; cantilever left and right exposed ; porch left 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, with BCDL = 10.0psf. 5) Refer to girder(s) for truss to truss connections. 6) Bearing atjoint(s) 9 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. BI ilding designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 380 Ib uplift at joint 7 and 429 lb uplift at joint 9. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the pop and/or bottom chord. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53881 MITik USA, Inc. FL CeR 6634 6904 Parke Eait Blvd. Tampa FL 33610 Date: August 18,2020 A WARNING -Verify, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 511=020 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web andlor chord members only. AdditioneY temporary and permanent bracing 'guidance MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general regarding the Building Component fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 Quality Cdt6fa, Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 DSB-89 and BCSI 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply MARTINEZ RESIDENCE T21046974 509898 M8 Half Hip 1 1 Job Reference (optional) say, 6.00 12 5x6 g 2 3x4 1 6 5 3x6 I I 3x8 = 1 10 o.00U 5 JUI LL LULU ivn I eK inuusiries, Inc. I Ue HUg 10 Urnb:sU ZUZU rage 1 5x12 = 3 4 3x4 = 6x8 = 6 LOADING (psf) SPACING- 2-0-0 CSI. DE in (loc) I/defl Lid TCLL 30.0 Plate Grip DOL 1.33 TC 0.62 Ve�(LL) JFJL. 0.17 4-5 >721 240 TCDL 7.0 Lumber DOL 1.33 BC 0.52 Ve (CT) -0.09 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.76 HoT(CT) 0.08 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 OTHERS 2x8 SP No.2 REACTIONS. (size) 6=Mechanical, 8=0-6-12 Max Holz 6=104(LC 12) Max Uplift 6=-365(LC 12), 8=-444(LC 12) Max Grav 6=475(LC 1), 8=436(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-252/435, 2-3=193/484, 4-7=-279/142, 3-7=-279/142, 1-6=-457/768 WEBS 2-5=-293/264, 3-5=529/188, 1-5=539/325, 3-8=-444/910 0 d 6 Scale = 1:40.0 PLATES GRIP MT20 244/190 Weight: 89 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-3. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h-15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(l) 3-1-12 to 3-6-12, Exterior(2) 3-6-12 to 7-9-11, Interior(1) 7-9-11 to 9-9-12 zone; cantilever left and right exposed ; porch left 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 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 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) Refer to girder(s) for truss to truss connections. 7) Bearing atjoint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. B ilding designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 365 b uplift at joint 6 and 444 lb uplift at joint 8. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the op and/or bottom chord. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53681 Mi Tek USA; Ike. FL Cert 6634 6804 Parkti East Bllid. Tampa F.L 33610 Data: August 18,2020 ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil- 7p73 rev. 6/192020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional this design Into the overall temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general iguldance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSOP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 ♦ 'do w Job Truss Truss Type Qty Ply MARTINEZ RESIDENCE T21046975 509B98 M9 Half Hip 1 . 1 Job Reference o tional r IUUtlnb uumuar UUmpany, raim oay, rU - 0ZaUa, I t1.33U S JUI ZZ ZUZU MI I eK maustrles, Inc. I Ue Aug 1tf UTAIJ:32 ZUZU Fage 1 5x6 = I Scale = 1:48.6 6.00 12 2 9 10 3x4 --, 3 8 3x4 = 3x6 7- 7 1 3x4 \x4 /0 3x4 3x4 c4 11 3x8 = 2x4 I I 6 5 11 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 30.0 Plate Grip DOL 1.33 TC 0.54 Verf(LL) -0.02 5-6 >999 360 TCDL 7.0 Lumber DOL 1.33 BC 0.22 Vert(CT) -0.03 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.37 H*CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Wind(LL) -0.00 5-6 >999 240 LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight: 91 lb FT = 20% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 � except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-3. WEBS 2x4 SP No.2 BO CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 WEBS Web Brace: Length (member) 6-4-2 (3-5); REACTIONS. All bearings 10-0-0. (lb) - Max Horz 6=161(LC 12) Max Uplift All uplift 100 lb or less at joints) except 4=143(LC 12), 5=289(LC 12) Max Grav All reactions 250 lb or less at joint(s) 4, 4, 6 except 5=559(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=123/276 BOT CHORD 5-6=279/114 WEBS 2-5=-395/502, 1-5=127/301 NOTES- 1) Wind: ASCE 7-10; VuR=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. ll; 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 5-5-4, Exterior(2) 5-5-4 to 9-10-4 zone; cantilever 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 20.0psf 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 143 lb uplift at joint 4 and 289 lb uplift at joint 5. 6) Graphical purlin representation does not depict the size or the orientation of the purlin along the , op and/or bottom chord. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Miehasl S. Magid PE No.63881 MITek tj* IntL FL cert 6634 6904 Park® East Blvd. Tampa FL 33610 Data: August 18,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK-REFERENCE PAGE Mil-7473 rev. 5/192020 BEFORE USE. ' Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mel( always required for stability and to prevent collapse with possible personal Injury and property damage. For general � guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11rPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf. MD 20601 Tampa, FL 36610 Job TNSS Truss Type ty�1"17MOARTINEZ RESIDENCET21046976 509898 R1 Rafter 1Reference (optional) ADEQUATE SUPPORT REQUIRED 4.24 12 2-7-13 osou s — cc zuzu mr r eR muusmes, inc. i ue mug i o ua:go:uo zuzu rage i ID: LOrpZy2oOYgAgw5iBVEk64ynvAf-IAdndf"J95JJQdktpv7lQt072wbmlwnztQEvymfyU 2 -A I - ADEQUATE SUPPORT REQUIRED Scale = 1:9.0 LOADING ii SPACING- 2-0-0 CSI. DEFL. in (loc) i L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.17 Veft(LL) -0.01 1-2 >999 360 TCDL 7.0 Lumber DOL 1.33 BC 0.00 Ve'rli -0.01 1-2 >999 240 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 11 n/a Code FBC2017rrPI2014 Matrix -MP Wnd(LL) 0.01 1-2 >999 240 Weight: 4 lb FT = 20% LUMBER- B TOP CHORD 2x4 SP No.2 T B REACTIONS. (Ib/size) 1=93/Mechanical, 2=93/Mechanical Max Horz 1=54(LC 12) Max Uplift 1=56(LC 12), 2=75(LC 12) FORCES. (Ib) -i Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) n/a 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5E joint 2. LOAD CASE(S) Standard CHORD Structural wood sheathing directly applied or 2-7-13 oc purlins. CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ft; B=45ft; L=24ft; eave=4ft; Cat. exposed ;C-C for members and uplift at joint 1 and 75 lb uplift at This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any, electronic copies. M166aal S. Magid PE Nd.53681 Mli USA, Inc. FL Cett 6834 6904 Parke East Blvd. Tampa Fl. 33610 Datc: August 18,2020 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil- 7473 rev. 6119/2020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properlyincorp building design. Bracing Indicated is to buckling of individual truss web and/or chord members only. Additiona rate this design into the overall temporary and permanent bracing WOW prevent always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS117i Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 I Tampa, FL 36610 0 to J6 Job Truss Truss Type Qty Ply TMARTINEZRESIDENCET21046977 509898 V1 GABLE 1Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.330 s Jul 22 2020 MiTek Industries, Inc. Tue Aug 18 07:46:35 MO Page 1 ID:LOrpZy2oOYgAgw5iBVEk64ynvAf-1TTNgZE1UepA9C5AzlyoavaXTyeMrkZUDB6o6Eymgpl • 11-0 8 22-1-0 11-0 8 11-0-8 Scale = 1:37.2 3x4 = 7 TRUSS DESIGNED FOR WND LOADS IN THE PLANE OF THE TRUSS ONLY. FOR STUDS EXPOSED TO WIND 6 8 (NORMAL TO THE FACE), SEE STANDARD INDUSTRY GABLE END DETAILS AS APPLICABLE, OR CONSULT QUALIFIED BUILDING DESIGNER AS PER ANSIrrPI 1. 6.00 12 5 9 4 10 24 3 11 25 2 12 1 13 C d 3x4 23 22 21 20 19 18 17 16 15 14 3x4 5x6 = 22-1-0 22-1-0 1 Plate Offsets (X,Y)— [7:0-2-0,Edge), [22:0-3-0,0-3-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.10 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.03 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Ho (CT) 0.01 13 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-S Weight: 104 lb FT = 20% LUMBER- BRA ING- TOP CHORD 2x4 SP No.2 TOP HORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 REACTIONS. All bearings 22-1-0. (lb) - Max Horz 1=-217(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 13, 18, 19 except 14=104(LC 12), 15=113(LC 12). 16=105(LC 12),.17=-134(LC 12), 23=103(LC 12), 22=-112(LC 12), 21105(LC 12), 20=134(LC 12) Max Grav All reactions 250 lb or less atjoint(s) 1, 13, 14, 15, 16, 17, 18, 23, 22, 2�1, 20,19 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h 15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3 7-9 to 11-0-8, Exterior(2) 11-0-8 to 14-1-0, Interior(1) 14-1-0 to 21-5-7 zone; cantilever left and right exposed ;C-C for members and orces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 1, 13, 18, 19 except ()t=lb) 14=104, 15=113, 16=105, 17=134, 23=103, 22=112, 21=105, 20=134. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Mjctiabl & Magid PE No.53881 MITek USA; Inc. FC CeifG634 6904 Parke East Blvd. Tampa F. L 33910 bat®_: August 18,2020 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-74 3 rev. 6/19QO20 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorpo a this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss weband/or chord members only. Additional �emporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guldance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPH Quality Cdteda, DSBA9 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate. Institute, 2670 Cram Highway, Suite 203 Waldorf, MD 20601 1 Tampa, FL 36610 • st 1s Job Truss Truss Type Qty Ply MARTINEZRESIDENCE T21046978 509898 V2 GABLE 1 1 Job Reference o tional J JUTGULU IVII I tlR IllUuell1u5, Illu. I UB Hug l o uf:90:30 ZUZU regal ID:LOrpZy2o0YgAgwSiBVEk64ynvAf-Vf111 vFfFux1 nLgMXOT1667gPMzlaBneRrrLegymgpH 18-1-0 Scale = 1:29.0 3x4 4 3 5 6.00 12 13 14 12 2 _ 6 15 1 7 d d o 3x4 10 9 8 3x4 18-1-0 18-1-0 Plate Offsets X,Y — 4:0-2-0,Ed e LOADING (psf) SPACING- 2-0-0 CSI. DEFIL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.21 VertI(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.12 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress [nor YES WB 0.06 Hor}(CT) 0.01 7 n/a n/a BCDL 10.0 Code FBC2017lrP]2014 Matrix-S Weight: 69 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.2 REACTIONS. All bearings 18-1-0. (Ib) - Max Horz 1=-176(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) except 8=243(LC 12), 9=-121(LC 12), 11=-243(LC 12). 10=-121(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 7 except 8=421(LC 18). 9=299(C 18), 11=419(LC 17), 10=315(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 6-8=-329/351, 2-11=-327/351, 3-1O=259/246 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 37-9 to 9-0-8, Exterior(2) 9-0-8 to 12-0-8, Interior(1) 12-0-8 to 17-5-7 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other I ve loads. 6) • This truss has been designed for a live load of'20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. This item has been 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2431 uplift at joint 8, 121 lb uplift at electronically signed and joint 9, 243 lb uplift at joint 11 and 121 lb uplift at joint 10. Sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PE No.53681 M1Tik USAX Inc. FL:Cert,6634 .004P arke East Blvd. Tampa FL 33810 beta: August 18,2020 AWARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-74T3 rev. 5119/l020 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate. Institute, 2670 Crain Highway, Sulte 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply MARTINEZ RESIDENCE T21046979 509898 V3 GABLE 1 1 Job Reference o tional i iuueue Lumber company, raim Day, rL - aZaua, D.33U a Jul ZZ ZUZU MI I eK Industries, Inc. 1 UB AUg 1 ti U7:46:38 ZU2U Pagel 7-0-8 7-0-8 Scale = 1:23.7 4x4 3 6.00 12 2x4 I 2x4 I I 2 4 10 9 5 1 Li Li d d 3x4 i 8 2x4 II 7 2x4 II 6 2x4 II 3x4 14-1-0 14-1-0 LOADING (psf) SPACING- 2-0-0 CSI. DE L. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.33 TC 0.18 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.33 BC 0.09 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Hor"(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-S Weight: 51 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TO CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BO CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 REACTIONS. All bearings 14-1-0. (lb) - Max Horz 1=-134(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 1, 5 except 6=215(1_13 12), 8=215(L 12) Max Grav All reactions 250 lb or less atjoint(s) 1, 5, 7 except 6=380(LC 18), 8=3 1(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-6=-297/333, 2-8=298/333 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h 15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-9 to 3-7-9, Interidr(1) 7-9 to 7-0-8, Exterior(2) 7-0-8 to 10-1-0, Intedor(1) 10-1-0 to 13-5-7 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS 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 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 1, 5 except (jt=lb) 6=215, 8=215. This item has been electronically signed and sealed by Magid, Michael, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Michael S. Magid PIE No.53681 MITek USA Inc. Ff CerfliM 004 Parke East Blvd. Tampa FL 33610 bato:. August 18,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-71 3 rev. 51792020 BEFORE USE. Design valid for use only with MTek8 connectors. This design is based only upon shown, and is for an individual building component, not ' parameters a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general( guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITRII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Saferylnformation available from Truss Plate. Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 y Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3j4' Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. 1. Additional stability bracing for truss system, e.g. Apply plates to both sides of truss 1 2 3 diagonal orX-bracing, is always required. See BCSI. and fully embed teeth. TOP CHORDS 2. Truss bracing must be designed by an engineer. For c1-2 c2.3 wide truss spacing, individual lateral braces themselves �'�16rr WEBS o 4 `za may bracingguire should bbracing, considered. Tor I ❑ 3. Never exceed the design loading shown and never stack inadequately braced trusses. p U 2 materials on �arD a 4. Provide copies of this truss design to the building Oa designer, erection supervisor, property owner and ~ ci-s c6a c5-6 00 For 4 x 2 orientation, locate all other interested parties. BOTTOM CHORDS plates 0- 'hs" from outside 5. Cut members to bear tightly against each other. edge of truss. 8 7 6 5 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE locations are regulated by ANSUTPI 1. required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 7, Design assumes trusses will be suitably protected from connector plates. THE LEFT. the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20120 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSILETTERS. 8. Unless otherwise noted, moisture content of lumber software or upon request shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for PLATE SIZE iiODUCT-CODEAPPROVALSuse will. reretardant;-preservative-treated,—orgreenTum er. [CC -ES Reports: 10. Camber is a non-structural consideration and is the The first dimension is the plate responsibility of truss fabricator. General practice is to 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 camber for dead load deflection. to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 11. Plate type, size, orientation and location dimensions the length parallel to slots. indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. output. Use T or I bracing if indicated. Lumber design values are in accordance with ANSI/TPI 1 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling, is installed, unless otherwise noted. section 6.3 These truss designs rely on lumber values BEARING established by others. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior approval of an engineer. (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved reaction section indicates joint 17. Install and load vertical) y unless indicated otherwise. number where bearings Occur. Min size shown is for crushing only. 18. Use of green or treated lumber may pose unacceptable environmental, health or.perforrnance risks. Consult with project engineer before use. Industry Standards: 19. Review all portions of this design (front, back, words ANSI/TPI1: National Design Specification for Metal and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. 20. Design assumes manufacture in accordance with BCSI: Building Component Safety Information, ANSIIrPI 1 Quality Criteria. Guide to Good Practice for Handling, MiTek Installing & Bracing of Metal Plate 21.The design does not take into account any dynamic Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 5/19/2020 or other loads other than those expressly stated.