The URL can be used to link to this page

Home My WebLink AboutTRUSS PAPERWORKLumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Agou-bLg[i RE`. J38271 - Sparks Re -Roof MiTek USA, Inc. Site Information: 6904 Parke East Blvd. pa, FL 33610-4115 Customer Info: Sparks Contractor Services Project Name: Sparks Re -Roof Mode m Lot/Block: . Subdivision: . Address: 2358 S. Brocksmith Rd., . City: Fort Pierce State: FL. Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 [All HeighII Wind Speed: 160 mph Roof Load: 45.0 psf Floor Load: N/A psf This package includes 65 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 611315-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# 1 T18274182 A01 G 1013/19 23 T18274204 2 T18274183 A02 10/3/19 24 T18274205 3 T18274184 A03 10/3/19 25 T18274206 4 T18274185 A04 10/3/19 26 T18274207 5 T18274186 A05 10/3/19 27 T18274208 6 T18274187 A06 10/3/19 28 T18274209 7 T18274188 A07 10/3/19 29 T18274210 8 T18274189 A08 10/3/19 30 T18274211 9 T18274190 A09 10/3/19 31 T18274212 10 T18274191 A10 10/3/19 32 T18274213 11 T18274192 A11 G 10/3/19 33 T18274214 12 T18274193 B01 10/3/19 34 T18274215 13 T18274194 B02 10/3119 35 T18274216 14 T18274195 B03 10/3/19 36 T18274217 15 T18274196 B04 10/3/19 37 T18274218 16 T18274197 B05 1013119 38 T18274219 17 T18274198 C01 G 10/3/19 39 T18274220 18 T18274199 CO2 10/3/19 40 T18274221 19 T18274200 CO3 10/3/19 41 T18274222 20 T18274201 C04 10/3/19 42 T18274223 21 T18274202 D01G 10/3/19 43 T18274224 22 T18274203 D02 10/3119 44 T18274225 Truss Name Date G G PB3 PB4 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineet's Name: Albani, Thomas 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 jurisdictions) 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 MTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verity applicability of design parameters and property incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. No /,7 3 0 O'. STATE F : *4U Z NA%t�� Thomas A Marl PE No.39380 Mlrek USA, Inc. FL Cart 6534 6904 Parke East Blvd. Tampa R.33610 Date: FILErf kj�s •�°w"'tea p4 r .Thomas RE: J38271 - Sparks Re -Roof Site Information: Customer Info: Sparks Contractor Services Project Name: Sparks Re -Roof Model: . Lot/Block: . Subdivision: . Address: 2358 S. Brocksmith Rd., . City: Fort Pierce State: FL. 7kn 45 46 47 48 49 50 51 52 53 54 55 56 58 59 60 61 62 63 64 65 Seal# Truss Name Date PB5 PB6 PB7 PB8 PB9 ZCJ1 WAS ZCJ3 ZCJ3A ZCJ3S ZCJ5 ZCJ5A ZCJ5S ZEJ5 ZEJ6 ZEJ6A ZEJ7 ZERS ZHJ5 ZHJ7 ZHJ7S 2of2 Job russ Truss Type Oty Ply Sparks Re -Root T18274182 J38271 01G Half Hip Girder 1 q L Job Reference (optional) east c0am buss, rl. rierce, rL-44940, 2V 3-7-10 6.8-11 1' 24)-0 I 3-7-10 1 3-1-2 I WIND DESIGN USING MWFRS ONLY, PER FOR REQUEST. &W 12 3x4 i 3 1.4 If 1 8.240 a JW 14 2U19 MI I eK InaUSVIeS. MC. I nu Utt 4 U9:JU:Zr ZUI9 Scale =1:59A _ NAILED NAILED NAILED NAILED NAILED NAILED NAILED 4x8 3.4 =2x4 It 3x8 = NAILED ix4 II 3x4 = 3x4 = NAILED 4x8 = 4 5 6 26 7 27 28 8 29 30 9 10 31 32 11 1 21 20 19 18 33 17 16 34 35 15 14 3x4 = 1.4 II 3x4 = 3x4 = 3x10 = 5x5 M = NAILED 3.8 = Bpedal NAILED 1x4 11 NAILED 3x4 = NAILED NAILED 134-12 I I 36 13 37 38 12 NAILED 4x8 =NAILED 34 II NAILED NAILED 37-10 68.11 1i-10-73 t]dn I 1L9 59-9t6121 A1691J I 215M11A I 5J111A4 -92-1 39 Plate Offsets (X,Y)- 14:0-54,0-2-01 LOADING (part SPACING- 2-0-0 CSL DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Ven(LL) 0.32 16-18 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.5016-18 >764 180 BCLL 0.0 Rep Stress lncr NO WB 0.91 Horz(CT) 0.12 12 Na n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 394 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Except' 14-17: 2x4 SP No.1 WEBS 2x4 SP No.3 *Except' 11-12: 2x8 SP No.2, 6-18: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 12=3168/03-0, 2=2765/049-0 Max Hoe 2=266(LC 7) Max Uplift 12=954(LC 8). 2=910(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-6 cc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 8-68 cc bracing. "Special" Indicates special hanger(s) or other connection device(s) required at locations) shown. The design/selection of such special connection devices) is the responsibility of others. This applies to all applicable truss designs in this job. FORCES. (to) -Max. Comp./Max. Ten. -All forces 250 (M) or less except when shown. TOP CHORD 23=-5264/1499, 34=5135/1546, 4-5=7259/2240, "4 7870/2428, 6-7=7870/2428, 7-8=6615/2064, 8-10=6615/2064, 10-11=3974/1271, 11-12=-3046/1007 BOT CHORD 2-21=1295/4665, 20.21=-1295/4665, 19-20=1263/4574, 18-19=2086/7259, 16-18=2286/7880, 15-16=2286f7880, 13-15=118213974 WEBS 3-20=-276/147,4-20-61274.4-19=987/3270, 5-19=-1724/589, 7-16=01378, 7-15=1529/455,8-15=-690/416, 10-15=958/3192, 10.13=-2483/958, 11-13=1429/4758, 518=534/1547 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, 2x8 - 2 rows staggered at 0-9-0 cc. Bottom chords connected as follows: 2x4- 1 row at 04.0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc. 2x6 - 2 rows staggered 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 indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL=6.Opsh, h=17ft; B=45ft; L=32ft; eave=oft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) Plates checked for a plus or minus 0 degree rotation about ids center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 8) - 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 12=954,2=910. 10) "NAILED" indicates 3-1Od (0.148"x3") or 3-12d (0.148'k3.25") toe -nails per NDS guidlines. 11) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load s) 1225 lb down and 386111 up at 134-12 on bottom chord. The design/selection of such connection devices) is the responsibility of others. Thomas A. Albani PE No.39380 MITek USA, Inc. FL CIA 6034 6904 Parka East Blvd. Tampa FL 33610 Data: October 3,2019 ieR u ®WARNING -Venry design paramelors and READ NOTES ON THISANDINCLUDEO WEEK REFERENCE PAGE MIWO] rev. 101034015 BEFORE USE. Design valk foruse only wars MReM wrnedors. This Resign M based only uponparameters shown, and Is for an Indivedual building component, not a tmss system Before use, Die building designer mustw olythe appkalicyol design pammalers and property Incolpordte ibls deep bnothe overell burning deeyn. Bracing Indicated is to prevent buGing ofmdMdual bussweb anarmoJram members my. Additional lempmary and randanem binding WOW Is ahvays required for Stability and to prevera relapse with possible personal Injury and property damage. For general guldarxa regaMing the fabrication, giants. deavery, eredibn and bradng of Bastes and Idea "Urs.sea ANSarPlf Ouelrry Coed., DSB,69 end BCS1 8u11drng Componont 6904 Parka East Blvd. 6 Wlnre=m n availablehem Truss Plate InstlNO,218KLeealreeLaorta312,Nexaftdd.VA22314. Tampa. FL 36810 LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Undormi Loads (plq Vert: 1-4=70, 4-11=70, 12-23=20 Concentrated Loads (Ib) Vert: 9=130(B) 7=130(13) 16=59(8) 10=-130(B) 13=59(13)14=59(13) 18=1225(B) 26=130(B) 27=130(B) 28=130(8) 29=130(B) 31=130(13) 32=-132(B) 33=59(B) 34=59(B) 35=59(B) 36=59(B) 37=59(B) 38=-59(B) ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AVIJSII mV. 10,0312015 BEFORE USE. Design Velid for use only with NTeModnnectars. This design Is based only upon parameters Shawn, and Is Wan Individual Main, component, not a bass system. Before use, the building designer mustvedyth9 appOrabiTdy of design parameters and prepedy mSorporate Me design Intothe 0yerali � buddingdesign. Bracing odioated is prevent bucbMg of btdMdual baser web uWor NON members only. AddOonaltemparayaMpennaneNbaung Mole Is slwalr regulred for statuyand to prevertm9epse with possible personal Nluyend pmputydamage. ForgeneralguldanoeregaNbq Ue fabnealion, starage.daWey. erection end bmctrg ofiueses and buss systems. red ANSUTPIf Quality Cdtere, OS"9 and BCSl Building Component 69G4 pare East Blvd. Saleylnformation evagabkf Tmss Main910e,218N.l.eeB 0,Bhe312AS=drla.VA=14. Tampa, FL 36610 tx4 4x8 = 3x4 = 1x4 II 4x4 = Scale-1:59.5 3x8 = 4x4 = 3x4 = 3x4 = '"' — 4x10 = 3x8 8-7041 MI 24-04 32-2-0 &10a I 7-9.12 741-0 I 7-9.12 1 Plate Offsets (X,Y)— (4:0-5-4,0-2-0) (7:0-2-0,Edge) LOADING (psi) SPACING. 2-0-0 CSI. DEFL. in (hoc) War L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.20 12 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.3410-12 -999 180 BCLL 0.0 Rep Stress Incr YES WB 0.86 Hom(CT) 0.09 9 n/a RIB BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 1771b FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP N0.3 •Except- 8-9: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing direly applied, except end venirals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-10 REACTIONS. (lb/size) 9=1433/0-8-0, 2=1582/0-8-0 Max Horz 2=340(LC7) Max Uplift 9=398(LC 8), 2=535(LC 8) FORCES. (lb) -Max. CompfMax.Ten. - All forces 250(lb) or less except when shown. TOP CHORD 2-3=2699!/55, 3-4=2392/688, 4-5=2634/835, 5-6=1939/638, 6-8=.1939/638, 8-9=-1357/439 BOT CHORD 2-13=619/2362, 12-13= 495/2097, 10-12=.651/2634 WEBS 3-13=368/175,4-13=0/430,4-12=195/720,5-10=-806/228, 6-10=-547/309, 8-10=602/2175 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf BCDL=6.Opsh, hat71t; B=451t; L=32ft; eave=4R; Cat. II; Exp C; Encl.. GCpj=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about is center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joints) except (t=lb) 9=398,2=535. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 (diTek USA, Inc. FL Cert8834 6904 Parke East Blvd. Tampa FL 33610 Dad - October 3,2019 ®WARNING- Venry tl eslgn parameters and READ NOTES ON TN15 AND INOL UOEO MI rEK REFERENCE PAGE MIL rAT3 rev. 10, 034015 BEFORE USE. Design valid for use onywM MraMcannecfoa. Tbls design is based My uponparameters flown, and Is far an indlNdual bustling component, not awaaw �� ITME a tress system. Before use. the building designermualveny hbe appWabiuy cf design parameters and propedylecerpeate Nis design Nlolhe overall buadbgdesgn.Bacing lMiceled Isla prowed Welding afBdMdual Uvss web andlaebord members My. AddbonaltompoaryarMpennaneNUraGng MiTek' b alwap required fors[ability=ndto pMW M m0apae wM possible personal injury and property damage. Forgeneml pidanee raga s ing Ne tabdmtion, adesge,de[40rx eaclun and bidding aftrusses and truss sydems,see ANSUrP1l Ovalby edreda, MB49 and Bear Building COMPMOnd 6904 Parke East BNd. SMerylnrarmetbn a bblermm Truss Plate InMOO.218N.Lea Bust Sude312,Ne dda,VAM14. Tampa. FL M10 1, Jab toss Truss Type Qty Ply Sparks Re-Roof T18274184 J38271 03 Half Hip 1 1 Job Reference (optional) om,bwx I. rt ne ,rL-dRy . 0.24e a Jun 4 lulls m11BK lnUUdgnO5, Inc. Inu Vn JLd.du;,d emtl rage ID:?z7wFBIRoOkgOzDO5?FXgRym—Pvfi0WO5cVVnGwERlevam6EKm9gcl3Nxmk2JFS1JMmyXgtu WSEE 10.10A 18-04 250 32-2-0 I SEE —� 6-2f1 7.1-12 I 7-0-0 7-1-12 ' In 1.4 Scale = 1:59.5 Axis = 1x4 II 3x0 = 3x4 = 3x6 = 4 19 5 20 6 7 8 3x4 = 1.4 II 3x4 = Sea = 4x4 = 34 II SAE I 10.10E I 18-0-0 I 25-0-0 I 32-2-0 Plate Offsets (X,Y)— t4:0-54,0-2-01 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. In (loc) Udeff L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.55 Vert(LL) 0.15 12-13 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.2812-13 >999 180 BCLL 0.0 ' Rep Stress Incr YES V9B 0.74 Horz(CT) 0.08 9 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 189111 FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4SPNo.3-Except- 8-9: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 9=1433/0-8-0, 2=1582/0.8-0 Mu Hom 2=310(LC 7) Max Uplift 9=399(LC 8), 2=533(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2.3=2699R77, 3-4=2199/673, 4-5=2113/714, 5-6=2113/714, 6-8-1479/536, 8-9=1364/440 BOT CHORD 2-14=636/2393, 13-14�636/2393, 12-13=-525/1904, 10.12=-062/1479 WEBS 3-13=-581/206, 4-13=28/449, 4-12=87/389, 5-12=523/272, 6.12=225/806, 6-10=1000/402, 8-10=511/1833 Structural wood sheathing directly applied, except end verticals. Rigid calling directly applied. NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vutt=160mph (3-second gust) Vasd=124mph; TCDL=9.OpsY BCDL=6.Opsf; h=17ft; B=45ft; L=32ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pone ing. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 7) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joints) except (V1b) 9=399,2=533. 8) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Thom, A. Albani PE No.39360 61iTek USA, Inc FL Cart 6634 6904 Padre East Blvd. Tsmpa FL 33610 Data. October3,2019 ® WARNING -Verily design parametwe and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-0473 rev. IW=015 BEFORE USE. Design wild M use only with dross connedons. This design is based only upon parameters shown, and Is Man Individual Wilding component, not abues"Em. Belle use, Nebuidingdesignermuovedtylhe a pparabiByorde4gnpmmetmandpmp"Nmspa oWs design Nso Neowrdl ��-��•YYY bdldingdesign. Bracing Indicated Is to prevent WdQing of m4ividual buss web Ndlor Nord member only. Addaionaltempsaryandpennanembecing Mew isaWaYsr Uq dforstabilkymdtopre MwUapmwMpasslblepemoneinjWwdpmpeMdamge. Forgenemlgudarwa egaiding Ole (addition.storage. del"q, erection and bracing ofbusses and truss Systems, see ANSUTPI1 Duality Crdeds, DSB49 and SCSI Building Componem 69D1 Boras East BM. Sohniviatormedon Bvala0le ham Tt,s PIAe Insitlule, 210 N. Lea 9reN, Suae312, Nexandda, VA22316. Temp; FL MID 1x4 12-104 19-24 254-8 32-24 ' 2-0-0 I 844 I 8-2-0 I 6-4-0 I fi4-0 I 674 ' same 3x4 = 3x4 = Scale =1:59.5 3x4 II 3x4 = 1x4 II 3x8 = — — "`O LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/de0 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(L-) .0.19 9-11 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 Be 1.00 Vert(CT) -0.41 9-11 >937 180 BCLL 0.0 Rep Stress Ina YES WB 0.71 Hoa(CT) 0.09 8 n/a DIG BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 18916 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except' WEBS 1 Row at midpt 5-11. 6-8 7-8: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 8=1433/0-8-0, 2=15821M.0 Max Horz 2=479(LC 7) Max Uplift 8=401(LC 8). 2=531(LC 8) Max Grav 8=1499(LC 13), 2=1626(LC 13) FORCES. (Ib) - Max. CompJMax. Ten. -AII forces 250 (lb) or less except when shown. TOP CHORD 2-3=2726/715, 3-4=2094/636, 4.5=1823/629, 5-6=1572/536 BOTCHORD 2-12=-681/2514,11.12=-681/2514,9-11=-563/1852,8-9�428/1257 WEBS 3-11=-719/280, 4-11=-55/504, 5-9=523/246, 6-9=113/876, 6-8=1676/477 NOTES. 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf BCDL=6.Opsf h=17ft; 3=45ft; L=32ft; eave=4ft; Cat. II; Exp C; Encl.. GCpl=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and Tight exposed; Lumber DOL=1.60 plate gnp DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" 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 100 lb uplift at Joint(s) except Owlta) 8=401, 2=531. 7) This truss design requires that a minimum Of 7116" structural wood sheathing be applied directly to the top chord and 112" gypsum sheebock be applied directly to the bottom chord. Thomas A. Alban! PE No.39380 MiTek USA, Inc FL Cart6634 6964 Parka Eari Blvd. Tampa FL 33610 Data. October 3,2019 ®WARNING -Verily design parrmelers and READ NOTES ON INS AND INCLUDED MITER REFERENCE PAGE M114473 rev. 10M33015 BEFORE USE. • Design veto for use onlywM MTelt® connectors. Tsia design Is based only upen pammHan shown, and is for an InElNdual building mmponeM net BtN4x,desinBNORgSIndi Is to designer TkIng ofdMembers pNpedylncraltanFor2dealgnwanaMnYBral1 lMicand is bude swef deYge ModbraWg besways cpmpen ��M iTeY MiTek' damage.Addsknaltwancaryaedpermanes ossiide persoawebaMrm noxvi.Bforst with possible personal INlar and pr.paM damage. Far general Ne Is eiwatio reqused for dveq, end prevent io and Lord, DSBregarding AMSUTMr OeelMy Ldrode, OSB4g andaC5laulMing C.mponenf delivery,eregionendb d, of Console, 6e04 Perk. East BNd. Saforylionsnabi airs 0,2sendbusssysems,see SefoylnrprmeNon evadable M1Om Truss PWte ln9llNe, 2laN Lee Street, Sutle 312, Alexandl'a, VA T2314. Tampa FL 36810 y 2x4 6 56 = 3x4 = 4 5 3x4 = axe =2x4 II 23 6 24 7 8 Scale =1:77.3 4.4 II axis = 9 10 3x8 = 2x4 II 4A = 4x6 = 3x4 CC gas VJB — Axis = Sx6 = axe = 7A41 1VO 23110 3 12 4241-0 42V I I I� Plate Offsets (X Y)- [4:0-3-0 0.2-81 19:0-2-8 0.2-41 [11:0.2-12 0-2-121 LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.79 Vert(LL) -0.34 12-14 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.70 12-14 >722 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(CT) 0.14 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matmr-AS Weight: 262 lb FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP NOA'Except' 15-17: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=2039/0-".11-1893/0.3-0 Max Harz 2=534(LC 7) Max Uplift.2=659(LC 8), 11=529(1_C 8) Max Grav 2=2141(LC 13), 11-2010(LC 13) BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 3-16, 5-16, 6-12, 9.12. 9-11 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3790/989, 3-0=3017/893, 4-5=2646/868, 5-6=2810/884, 6-8=-1737/621, 8-9=1737/621, 9-10=2891250, 10-11=259/213 BOTCHORD 2-18=815/3490, 16-18=-815/3490, 14.16=£14/2942, 12-14=-612/2597, ii-12=180/339 WEBS 3-18=0/306, 3.16=882/332, 4-16=146/857, 5-16=-524f107, 6-14=42/618, 6-12=1247/368,8-12=490/261, 9-12=570/2215, 9-11=1989/641 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vi1t=160mph (3-secand gust) Vasd=124mph; TCDL=9.Opsf BCDL=6.0psf, h=170; B=45ft; L=42ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and fight exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will rd 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 1001b uplift atjoint(s) except (jt=1b) 2=659, 11=529. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A Alban! PE No.39360 MITek USA, Inc. FL Cart 6634 69U Parka East Blvd. Tampa FL 33610 Data: October 3,2019 ®WARNING -Vedry tlesign panmalers and READ NOTES ON THISANO INCLUDED MITEK REFERENCE PAGE MII-0473ra, 1WW4015 BEFORE USE. Design Calk truss onlywn MiTeMeonnedom. Ufa design is based only upon pararmams sheen. end la rerun individual building comporont not a truss system. Befde use, me bulking designer must vent' fire opperabilay ofdeaign parameter and pmpedy inmryorale Nis design into me overall MAIdingdealgn. Bacing lMicafed late preuem drruxq of indWduat wssweb anNorrliom members any. Andaionaltemporzryandpeimanumbraring MiTek' Is always reIubed for soolliy and to prevent Collapse with possible personal injury and properly damage. Forgen nalluManceregamingthe fabrication, sonoge,deevery.madion and brdiporbuasesand Wss systems.see ANSUlWI Dually Cdrda, OSBA9 andaLSl eUllding Component 6904 Parke East Blee. Watylnrormation avaeablehom Tuns PlkelnMWe.216N.Leeabeel.auee312.N1 ndO.VA22314. Tampa FL 31 Job Truss Truss Type Oty Re -Roof Ply Sparks Reoof T18274187 J38271 O6 Hip Job Reference (opt,.ten Truss, rr. Pierce. FL.-JAV4B, 8.240 s Jul 142019 MTek Industries, Inc. Thu Oct 3 09:30:31 2019 Pagel ID:7z7wFBIRoOkgOzDO57FXgRym_PvdPem W IVynXU9XS3yuXHomvt7tylEfvcimwDRtyX9ts 2-0-0 511.1J 11-53 tstse 2a+1 31-7-15 341-0 d2-SS 240 511-03 I SS5]d13 I bS9 I Y1-03 2x4 a 2x4 II BOB 3X4 = SAS = &OD 112 1`174 8 Scale=1:78.6 3X6 = 3X4 = 4X6 = 3x4 = 4x6 = Us = 4a4 = 44 II FiCB 84V8 161a8 26d-1 31-7-15 34ta '. H 42b045 age I sea I ns9 I >.Y1a I >a9 I rut2Ss Plate Offsets (X Y)— (6:0-6-00.2-8) 110:0-6-0 D-2-81 (12:Edge 0381 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) Udeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.23 17-19 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.4817-19 >999 180 BCLL 0.0 ' Rep Stress Inv YES WB 0.68 Horz(CT) 0.14 12 n/a n1a BCDL 10.0 Code FBC20177TPI2014 Matrix -MS Weight: 280 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except' TOP CHORD 6-8: 2x4 SP No.1 BOT CHORD 2x4 SP No.2'Exwpt' BOT CHORD 2-18: 2x4 SP No.t WEBS WEBS 2x4 SP No.3'Exwpl' 11-12: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (Ib/sae) 2=2039/0-8-0, 12=1893/0.3-0 Max Holz 2=576(LC 7) Max Uplift 2=659(LC 8). 12=529(LC 8) MU Grav 2=2214(LC 13), 12=1993(LC 13) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4022/1017, 3-5=3756/992, 5-6=2896/881, 6-7=2549/863, 7-9=-1911/7l 1, 9-10=-19111711, 10-11=931/407, 11-12=1992/568 BOT CHORD 2-19=86413750, 17-19=-685/3209, 16-17=554/2650, 14-16=571/2646, 13-14=244f760 WEBS 3-19=421/240, 5.19=70/588, 577=823/328, 6-17=145/870, 6-16=-97/275, 7-16=63/267, 7-14=978/233, 9-14=548/302, 10-14=496/1909, 10.13=-140D/429, 11-13=363/1776 Structural woad sheathing directly applied or 2-1-0 cc purling, except end verticals. Rigid ceiling directly applied or 2.2-0 do bracing. 1 Row at midpt 5-17. 7-16, 7-14, 9-14, 10-14, 10-13, 11-12 NOTES- 1) Unbalanced mof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL-6.Opsf; h=17ft; B=45ft; L=42ft; eave=5ft; Cal. II; Exp C; Encl., GCPI=0.18; MWFRS (directional): cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drelnage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconwrtent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rd between the bottom chard and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100111 uplift at joint(s) except gt=lb) 2=659,12=529. Thomas A Albert PE Nd.39390 MITek USA, Inc. FL Can 6634 G904 Parke East Blvd. Tampa PL 33010 Data: October 3,2019 ®WARNING -Verify design paramerera and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ml47473— IOVWOI5 BEFORE USE. Design valid for use onM was awroM connectors. INS des, is based only upon parameters shown, and is for an Ind0dual building camparent. rid 11' a Wss synem Before use, the building designer must venry me applkabiNy of design paraansUsS and properly hcOparate ads design into Me overall IMF building design. BMChg Indicated is to pOnWdbuckling afindMdual truss Web mulor NON members any. Addilonal tempararyand permanent bracing MiTek' I1aMaysre4ubedforstabllilyendtop..M.lap3ewtlhposslbleper=naliniu mdpmpeMdamaee. Forgeneralguldanoeregamingme Iabdw6an.storage, dewery,erepion and Haring allrususaM Wss synems,wee ANSUTPII Quality Gracile, US"9 and BCSI Building Component 6904 Parke East Btwl. Salefy lnformatlan avbblet Truss MMelnsteum,218N.Lme e,SUMe312,Aae dda,VA22314. Tampa, FL Sol Job mss Truss Type Oty Ply Spadcs Re -Roof T18274188 J38271 07 Hip 1 1 Job 019Miraronustril East Coast Truss, Ft. Pierce, FL - 34946, 8.240 s Jul 14 2019 MRek Industries. Inc. Thu Oct 3 09:30:33 2019 Pape 1 214 ID:?z7wFBIRoOkgO OS?F)(gRym Pv-ZnIXx aCJ9ksmmDL?yJGx4_19gIU0rFv94?XVYy%9tq 2:0 S40 ILWF8 162-0 161" 241144 31448 37-1-8 346D 42-a" F24}D I S40 i2-9 I 5241 I 2.a f- 61-0 61-0 I 61-0 2+8 1 2-35 t Sx5 3x4 = 3x4 = 5x5 DOB 12 7 9 9 28 10 Scale=1:80.6 d d R r 1� SAO = 2x4 II 5x8 = 2,4 II 2x4 II 34 II 2x4 = s90 BJ-0 a:11d I l a I I c,a 2 h 13ff4U__ Plate Offsets(%,Y)- 17:0Q-8,0-2-4),r10:0-2-8,0-2-01,r20:0-5-12,0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) VdeB Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(L-) -0.26 17-19 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.26 BC 0.95 Verl(CT) -0.5617-19 >908 180 BCLL 0.0 ' Rep Stress [nor YES VJB 0.82 Horz(CT) 0.19 12 Na Na BCDL 10.0 Code FBC20177TPI2014 Matrix -AS Weight: 2991b FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.2'Except' 6-21: 2x4 SP No.3, 14-18: 2x4 SP No.1 WEBS 2x4 SP No.3'Except' 20.22: 2x4 SP No.2 OTHERS 2x4 SP No.3 - REACTIONS. (Ib/size) 2=2039104-0, 12=189310.3-5 Max Horz 2=617(LC 7) Max Uplift 2=-659(LC 8), 12-529(LC 8) Max Grev, 2=2135(LC 13), 12=1912(LC 13) BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 6.19, 8-19. 8-17. 9.16. 11-12 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3=3874/990, 3.5=3369/956, 5.6=3421/1013, 6-7-29561945. 7-8=-2640/879, 8-9=23447792, 9-10=1153/496, 10-11=-1328/499,12-14=-1882/549, 11-14=1887/560 BOTCHORD 2-23=-844/3648, 22-23=844/3648, 6.20=2371828,19-20=712/3144, 17-19=619/2650, 16-17=-546/2123 WEBS 6-19=-10111384, 7-19=-263/1022, 8-17=574/250, 9-17=125/952, 9.16-15811430. 10-16=171262, 3-22=567/193, 5-22=434/196, 20.22=713/3104, 11-16=339/1681 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; VUIt=160mph (3-secand gust) Vasd=124ni TCDL=9.Opsf BCDL=6.Opsf; h=17ft; 8=45ft; L=42X; eave=5R; Cal. II; ESP C; Encl., GCp[=0.18; MWFRS (directionag; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its Center. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift at joint(s) except Ut=lb) 2=659, 12=529. 8) This buss design requires that a minimum of 7/16" slfuctural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Alban! PE Nd.39380 threat USA, Inc. FL Carl 6834 69U Parke East Blvd. Tampa FL 33910 Bala: October 3,2019 ®WARNING- Venry design Pararnaf s and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIF7473 rev. te/O]R015 BEFORE USE. eesses Design said truss onty wIN MmeM Connectors. This de5lgnla based OW upanpanmMere Mown, and Is far an Individual bugdog component, not ME a truss system. Before use, me building designer must vedythe appGrabity ofdedgn parameters and prop" Incorporate this design Into me overall buldingdesigm SmdgBMkaledistaprevxnt We goflndiMdualbusswebendaaoMmem Monty. Aldidoneltempo2ryendpermanembraing MireK Is aMayc oxfAre t for Nabilily and to proved Collapse wiN Possible personal iritey and property carnage. For general guIda. Mass, the fabrication,storage.de0very,eretlion and amdn9 ofbusses and buss eyatema.see ANCUTPH DuaIIy COteda, D5B89aad SCSI Building Component 69D4 Parke East BW. Sarefyldrendualon avageNe hem Trvss Rasa InAaute, 210 N. Lea SIreN, Suae 312. Alaxandda. VA 22314. Tampa FL 3e81U I O as N55 type ty y apaMe Ro-Roof IM74189 J38211 8 PIGGYBACK BPSE 8 1 Job Reference (optimal) Gesl coast Tmm, FL Plerce, FL SAM 8240 a Ju1272019 Mnak Iadualdea, Inc. Tie Od 314:35:32419 Page 1 ID:7z7wFBIRoOkgOzDO57FXgRym_Pv-HEOEFrBxgSf Qn 8Jm0m6MEMxPVCOITBS9rw3yX619 2Z Sao 1UIF4 162-0 1940 25-00 L-- 37-0-0 2943d 4255 2-09 sad sea sza 1 2-1 a0 1 ea.o 1 tta-o e.00 24so 1 z-as 2x4 'T..:le 23 2x4 It Sx5 = 3x4 = 3x4 = Sx5 = 6.00 12 7 a 9 xa 1n 21 2x4 II 4x8 =3x4 = - axa II 2x4 II 2x4 = 4zas sae 6A4 tatla lazy t90a xeoa n.da 39b0 42.04 See b7A x.7A Sxd 210.0 9M 009 280 384 Seats =1.85.3 Plate OHsets(X.V)— 17:0.2A.0-24)(10:0-2-80-2-41120:0-5-120.2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) VdeO Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(ILL) 0.26 19-20 -999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.5517-19 >926 180 BCLL 0.0 ' Rep Stress Incr YES We 0.81 Horz(CT) 0.19 12 Na n/a BCDL 10.0 Code FBC2017/-rP12014 Matrix -AS Weight 299lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2'Excepl' 6-21: 2x4 SP No.3, 14-18: 2x4 SP No.1 BOT CHORD WEBS 2x4 SP No.3'Excepl' WEBS 20-22: 2x4 SP No.2 OTHERS 2x4 Be No.3 REACTIONS. (Ib/size) 2=2039/0-8-0.12=1893/0-3-5 Max Hom 2=620(LC 7) Max Uplift2=659(LC 8), 12=529(LC 8) Max Grav2=2135(LC 13), 12=1910(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3873/990, 34=3368/934, 45=3299/956, 5-6=3421f1013, 6-7=2938/942, 7-8=2622(877, 8-9=23251790, 9-28=1165/502, 10.28=11651502, 10-11=1343/504, 12-14=1880/549, 11-14=1882/561 BOT CHORD 2-23=-644/3649, 22-23=844/3649, 6.20=234/836,19-20=712/3147, 19-29=614/2629, 18-29=-614/2629, 18-30=-614/2629, 17-30=-614/2629, 17-31=542/2112, 31-32=542/2l l2, 16.32=542/2112 WEBS 6-19=1024/385, 7-19=260/1011, 8-19=-109253, 8-17=575/249, 9-17=-126/949, 9-16=1561/423, 10-16=18/267, 3-22=567/193, 5.22=-435/196, 20-22=-71213108, 11-16=338/1679 Structural wood sheathing directly applied, except end verticals, ar4PSA) 2-0-0 oc purtins (3.3-1 max.): 7-10. Rigid Calling directly applied. 1 Row at midpt 6-19, 8-19, 8-17, 9-16, 11-12 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=9.Opst BCDL=6.Opsf, h=17ft; 9=45ft; L=42ft; eave=5ft; Cal. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcumenl with any other live loads. 6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 659 Ib uplift at joint 2 and 529 lb uplift at joint 12. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chard and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) Graphical punin representation does not depict the size or the orientation of the punin along the top and/or bottom chord. LOAD CASE(S) Standard Thomas A Albani PE No.39380 MiT9k USA Inc. FL Ce1t6634 6904 Parke East Blvd. Tampa FL 33910 Data: October 3,2019 WARNING -Verily design pareminers and READ NOTES ON THIS AND INCLUDED MBEK REFERENCE PAGE 1110J473 rev. 1010212015 BEFORE USE. Dosign valld for use onlywl111 MBak®Conneetors.lbls delign le based IXlly upon parnmelem smism, and is foran ai iiddual bundling Component, net a Was system. Before use, the building designer must tedfythe appa7abedyof design pa2nalam and property incoryomle Uds design intoma otemn r aviMingdesign. BrlWgiMiralatl late pmvem buckGngorind'Mtlual Wssweb eMlortlioN member ony. MdMnMtemxmgaig Mnwembracmg MOW Is attests required for stability and to powem mVapse wan ppsece personallriuNand property damage. Forgeneralguldancemgardingthe fabdi on,storage,deavery.emOop ndbmdncfUussesaiMbusssystems.see ANSWPH Quality Cdrede, DSB49 and BCSI Building congrononl 6904 Parke East Blvd. SluetylnyermaDon ava bleb Truss PlatelnMlWo,218N.Lm Slreel,Su4 312,Alexandda,VAM14. Tema, FL Settle 5x8 = 6.00 12 7 Obi m 8 3x4 i 38G 5 3x4 i 4 3 3x4 = 3x12 = 4x1OMi8SHS = 5.5 = a 33 9 IOU 11 3x4 Igi r511M!1SH!---' 2 5x5 Frj 2a 3 xe II Scale=1:81.2 ,n2z4 1it 2 ? 22 21 20 19 18 17 rid 5x8 = 3.4 = 3x4 = 8 26 25 24 4xa 2z4 I = 15 14 34 = 2x4 II 44 = 2x4 II 4x8 = an II Area II 4x4 = 4235 S90 1611A 163U t900 212-13 2r.33 3150 37-0 3960 42-0 e I 1 I e I n .AOc Plate Offsets (X,Y)- [7:0-6-0,0-2-8], [9:0.3-8,0-1-8), [10:0-3-8,0-2-0], [11:0.2-8,0-241, [13:0-2-8,0-2-0), [14:Edge,0-3-e], [17:0.3-8,0.3-01. [20:0.2-0,0."], [23:0-5-12,0.2-8], 125:0-1-120-211 [28:0.3-80-3-01 f29:0-6-80-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdeg Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.91 Vert(LL) 0.64 18-20 >789 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -1.0918-20 >464 180 M18SHS 244/190 SCLL 0.0 ' Rep Stress Ina YES WE 0.86 Hom(CT) 0.15 14 We n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Attic -0.23 17-18 430 360 Weight: 342111 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2'Excepr BOT CHORD 6.24: 2x4 SP No.3, 16-19: 2x4 SP 270OF 2.2E WEBS WEBS 2x4 SP No.3 *Except' 12-29: 2x4 SP 270OF 2.2E, 10-28.23-25.20-29: 2x4 SP No.2 JOINTS 9-29: 2x4 SP No.1 OTHERS 2x4 SP No.3 REACTIONS. (lb/sae) 2=2066/0-8-0, 14=2035/0-3-5 Max Harz 2=620(LC 7) Mare Uplift 2=642(LC 8), 14=.444(LC 8) Max Gmv 2=2111(LC 14), 14=2084(LC 14) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-3820/954, 3-5=3314/919, 5-6=3362/968, 6-7--2858/907, 7-8=-2524/833, 8-9=-2348/777, 9-10=7828/1882, 10-11-27681772,11-12=-3058/816, 12-13=-1008/331, 14-16=-2035/463, 13-16=2361/497 BOT CHORD 2-26=812/3602, 25-26=812/3602, 6-23=210/892, 22-23=668/3098, 21-22=572/2655, 20.21=-558/2636, 18-20=232/963, 17.18=-223/952 WEBS 6-22=-1096/375, 7-22=301/1082, 12-17=-1413/345, 18-29-10/278, 10-29=99/1021, 8-20=-407/130, 9-20=2202/530, 28-29=1486/6906, 12-28=-043/1825, 11-28=-218/1191, 10-28=-5121/1148,3-25=-569/194, 5-25=-428/184,23-25=-669/3085,20-29=753/3100, 9-29=-1173/5813, 13-17=-345/2226 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied. 1 Row at midpt 6-22, 13-14, 12-17, 7-21. 8-21. 8-20, 9-20, 10.28 1 Brace at Jt(s): 28 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-sewnd gust) Vasd=124mph; TCDL=9.Opsf BCDL=6.OpsY h=17ft; B=45ft; L=42ft; eave=Sft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nanwnwment 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 6t between the bottom chord and any other members. 8) Ceiling dead load (5.0 psf) on member(s). 28-29. 12-28 9) Bottom chord live load (20.0 psf) and additional bottom chord dead load (5.0 psf) applied only to mom. 17-18 10) Provide mechanical connection (by others) o1 truss to bearing plate capable of wkhstandin9 100 Ib uplift at Joint(s) except (p=1b) 2=642,14=444. Tholrma A. Albani PE No.39380 MITek USA, Inc. FL Cart 6034 6904 Parke East Blvd. Tampa FL 33610 Data. October 3,2019 ®WARNING -Verilydesi9n Paramaferz andREAD NOTES ON TMS ANDINCLUOED MITEK REFERENCE PAGE &111.7473 re✓. I0N32015 BEFORE USE. Design valid lruse any wan MITed0coone rem. This design Is based any upon parameters shown, and is for an Individual building covgwneaL not a truss system. Before use, tee bulling desgnermustwdythe app9oabiisy ofdedgn parameters and prepedy reexports Nis design WUNe owrdl builCmgdeslgn. Bm4 gldiratedlstoprewNburJlWlgdhdiNdudtmsswebw&a Nolmem mmn . AddTonaltemporeryaekpennalerlbeemg Mirew Is always rehubed for stability State prevent ce0aps, wM a possible pereolwl Injury and peopady damage. Forgeneor gudaree regalrg the fabrication, slr4ga, dellve RCla eand bracing al Wd WI? SSea enes system!,we ANS%f Quality Criturna, Deaand SCSIBUIIding ComponmB B90/FykO East Bhd SarelyhridGentlon SwMaryle cam Truss Plate Insffiute.218 N tact Street, Suae 312, Alexandria, VA 2Z114. Tampa, FL W10 russTrussType pry Ply Fjj38b27, 09 ROOFTRUSS =Spa�sRe-RoafT18274190 3 1 optional) East Coast Truss, Ft. Pierce, FL - 34946, 8.240 a Jul 14 2019 MITek Industries, Inc Thu Oct 3 09:30:36 2019 Page 2 ID:?z7wFBIRoOkgOzD067FXgRym_Pv- MRfa7eAW6RODywg4sriecjvujpNKLs2DB6syX9tn NOTES- 11) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. ®WARNING and READ NOTES ON THIS AND INCLUDEDWIFEK REFERENCE PAGE M1-7473 rev. OOM312015 BEFORE USE. Design valor kr use only woo, MITeMconnedwor. This design Is based co, upon paremedrs Mown, and is for an Individual WHOM component, not a bass system. Before use, Use btatd'mg designer must w (4Om appscabis, ofeesign parameters and properly Incorporate Nu design into me overe0 buldino design. Bracing Indicated is to preent budding of bd'Mdual Wss web ardlor Mod menders on,.Additional temporary anal permanent Nachri M!Tek' Is atwaya required for stalls, and to prevent collapse with possible personal injury and pm;FeM damage. Fat general gudarce regardim Ne labdulian. garage. deNrery,eredion end bretlrq oltmsses erW Wss systeme sea ANSVTP11 Duality CMatla, DSB49 and 8=1 Blooding Component Sees Pede East Bind. Sa/eylnTOrmmlOn.v blab Tress PWeInnilule,21a N.t &rent.Suse312.Aleaendda,VAM14. TampaR MID a Jot, rues Nee ype ty y 6parYS Ro-Rogf 18274191 J3BP1 10 PIGGYBACK BASE i 1 Job Reference (optional) East Coast Truss, FL Pierce, FL 0494a m 2x4 9 a Scale=1:80.7 5x5 = 3x4 = 3x4 = sx5 = 11 1 3x8 = 3x4 = 4x6 = 3x8 = 4x6 =3x4 = 3x8 = 4x6 II P94 19b0 2840 Vff 4241-0 42.3.5 &9d 4J-1'1 1 40.0 If I 560�0.55 Plate Offsets (X.Y)— 16:0-2-8.0.2<1 (9:0.2-8 0-23) rl l:Edge (3mI LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (loc) Wall L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 VeAL-) -0.28 15-17 -999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.5515-17 -920 180 BCLL 0.0 ' Rep Stress Ina YES lM1B 0.97 Horz(CT) 0.13 11 rda n/a BCDL 10.0 Code FBC2017rFP12014 Matrix -AS Weight: 2781b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOTCHORD 2x4 SP No.t WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 WEBS REACTIONS. (itusize) 2=2039/D-8-0, 11=1893/0-3-5 Max Horz 2=620(LC 7) Max Uplift2=659(1_C 8). 11=529(1_C 8) Max Gmv2=2222(LC 13), 11=2036(LC 13) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=3995/1016, 3-4=3690/948, 4-5=3607/985, 5.6=2693/850, 6-7=-2363/819, 7-8=-2066/744, 8-22=1087/496, 9.22=1087/496, 9.10=1261/501, 10.11-1955/571 BOT CHORD 2-17=852/3753, 17-23=671/3120, 23-24=671/3120, 16-24=671/3120, 1516=-671/3120, 15-25=527/2354, 14-25=-527/2354, 14-26=-527/2354, 13-26-527/2354, 13-27=467/1886, 27-28=-067/1886, 12-28=-467/1886 WEBS 3-17=-0871277, 5-17=-89/689, 5-15=941/376, 6-15=158f768, 7-15-100/256, 7-13=-589/239, 8-13=122/975, 8-12=1641/406, 10.12-314/1710 Structural wood sheathing directly applied, except end verticals, an[PSA] 2-0-0 oc puriins (3-7-5 max.): 6-9. Rigid ceiling directly applied. 1 Row at midpt 5-15, 7-15, 7-13, 8-12, 10-11 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=9.0psf; BCDL=6.Opsf; h=t7R; B=451t; L=42fl; eave=5ff; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 par bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-04 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 659 Ib uplift at joint 2 and 529 Ib uplift at joint 11. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. 9) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard Thomas A. Albani PE No.39380 MiTBk USA, Inc. FL Cart 6034 6904 Parke East Blvd. Tampa FL 33610 Date: October 3,2019 ® WARNING -Verify design paramours and READ NOTES ON THIS AND INCLUDED MIrEK REFERENCE PAGE Mu4473 mv. 1MV2015 BEFORE USE. Dentin valld far use Anywilh MRek® connemon. This design Is based any upon Pannonian; shown, and is for an individual bugdlrg cons men), not a Lanes system. Before use. the staining designer must yedy the apVarabaay ofaOign parameters and pmpery incorporate tins design Into the overall buildingdaslgn. Bating indiesi is to preventbudd., ofMdiMd.al Van web andfmca4N monsters ony. Adddionehtempanryandpermanembrzcmg Wek- is always required for Moseley and to preyerd Collapse, won possible personal In)uy and properly damage. For general guidance rationing Me relaxation. storage. delivery. ereabn and bndng ofbtsees and truss systems.see ANSVITH coast,aftede, DSB49 and BLS) Building consomme 6904 Parke East Bind. Salefylnromalran avaUbl.cmn Truss PlI.InMdWe,218NLee Sbee4S 4.312.Alexandria,VA=14. Tampa,FL 36510 Truss Truss Type 0ty Ply Sparks Re -Roof T78274192 1Job J38271 11G Hip Girder 1 .y L Job Reference (optional) ne,w, re-Jg . a.L4U S Jul 14 Lul a oil l ex mausmee, no, Inu ua Jue:Ju:4u Lula rage ID:?z7wFBIRoOkgOzDOS?FXgRym_Pv.sWPNfbgIM&FhvvnvTnWGWAmbingSOFeyX9q H2d-0 &1-10 9812 14&14 1 18-1 i-0 I 249-8 30-10.0 32-5-10 37-1-0 I 42J-8 2-00 50 4.7-2 4]-2 4-7-2 "a 6-08 -7-1 4.76 5-2-8 5x8 = 4x4 = Srale=1:94.4 Axe 44 Gas 6.00 12 7 8 g 10 27 11 3xs = 2x4 II 3x4 = V Asa = 3x4 = 3x4 = Axis = 4x4 = 34 II 3x4 = Axfi = 4.4 II 4x4 II 30.160 14x4 II 4x4 II 5-i-10 9E-72 143-14 1&11-0 24941 30.100 3 S-tjj 37-1-0 423A H I � Plate Offsets (X V)- 17:0-2-8 0-2-12) 111:0-2-12 0-3-0I rl5:0-8-0 0-tA7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (]cc) Videll Uld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.19 20 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.63 VerUCT) -0.31 18-20 >999 180 BCLL 0.0 ' Rep Stress Inu NO WB 0.86 HOrz(CT) 0.13 13 n1a Iva BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 720 lb FT=0% LUMBER. TOP CHORD 2x4 SP No.2 'Except' 7-9,9.11: 2x6 SP No.2 BOTCHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except' 12-13,10-15: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=2971/0-8-0, 13=4455/0.3.8 Max Horz 2=618(LC 7) Max Uplift 2=918(LC 8), 13=1243(LC 8) Max Grav 2=3293(LC 13), 13=5251(LC 15) BRACING. TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1Row at Inidpl 11-14 FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3=-6421/1551, 3-5=6040/1545, 5-6=-5587/1500, 6-7=5085/1444, 7-8=5235/1500, 8-10=5552/1550, 10-11=5554/1552, 11-12=-3031/924, 12-13=5149/1280 BOT CHORD 2-22=1355/5927, 21-22=1355/5927, 20-21=1237/5561, 18-20=1146/5109, 17-18=1052/4638, 15A7=1215/5357, 14-15=663/2727 WEBS 3-21=421/143, 5-21-25/347, 5-20=-660/248, 6-20=123/612, 6-18=883/323, 7-18=-208/935, 11-14=3461/862, 10-15=-4825/1230, 11-1st=1260/5366, 12-14=-970/4555,7-17=-310/1403,8-17=.977/334, 8-15=189/708 NOTES- 1)2-ply truss to be Connected together with 10d(0.131' it") nails as follows: Top chords Connected as follows: 2x4 - 1 now at 0-9-0 oc, 26 - 2 rows staggered at 0-3-0 cc. Bottom chords Connected as follows: 2x4-1 now at 0-9-0 cc. Webs Connected as follows: 2x4 -1 row at 0-9-0 cc, 2x6 - 2 rows staggered at 0-9.0 cc. 2) All loads are Considered equally applied to all plies, except ff noted as front (F) or back (B) face in the LOAD CASES) 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 7-10; Vult=i60mph (3-second gust) Vasd=124mph; TCDL=9.Opsh BCDL=6.Opsf, h=17R; B=4511; L=428; eave=5h; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate gap DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) Plates checked for a plus or minus 0 degree rotation about Its center. 7) This truss has been designed for a 10.0 par bottom chard live load nonconcunent with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf an 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. 9) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joint(s) except (it -lb) 2=918,13=1243. 10) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Thomas A Albani PE No.39380 MITek USA, Inc. FL Cart 6034 8904 Parke East Blvd. Tampa FL 33810 Date: October 3,2019 GeRtifla ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII 7473 rev, 10.D14015 BEFORE USE. Design vilkl for use only with Milrekgl condecom. Tbis design Is b ssLN aNy upon parameters shown, and is for an Individual budding Component, not a goes system. Before use, Me buffing designer must ve* the Bppdrablly of design parameters Bad properly damping, this all into Me overall bulldingdesgn. among managed Is to prevent boiling of lndMdual Voss web singer NON members only.Adddional lemparsryarM petmaners NaWg MiTek- is always required for Stability and to prowMmnapsewlh passible personal Injury and property damage. For genmal guidarxa iegaNing the fanI.M.I,ended. deli eredlon and brsdng ofeuasell WWss symea,sae ANS/N711 quality Crdeda, DSSa9 end SCSI Building Component 6904 parka East Blvd. Sermyfnendeaean availablefrom Tmss%eta InMUe.218NLee81 Bu'le312.Al drla,VA22314. Tampa, FL 36610 Job Truss Truss Type e-Roof Oty PlyTJOb T18274192 J38271 A11G Nip Girder 1 rence fop0onap East Coast Truss, FL Pierce, FL-34946, 8.240 s Jul 14 2019 MTek Industries, Inc. Thu Oct 3 09:30:402019 Page 2 ID:7z7wFBIRoOkgOzDO57FXgRym Pv-sBgAPNfbgldtBrFhv jTnWGV7ArhlzngBOFeyX9q NOTES- 11) Hanger(s) or other Connection devices) shall be provided sufficient to support concentrated load(s) 4428 Ib down and 9741b up at 30-10.0 on top Chord. The design/selection of such connection device(s) Is the responsibility of others. LOADCASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-7-70, 7-11-70, 11-12-70, 13-24-20 Concentrated Loads (lb) Vert 10=3500(F) ®WARNING -Verily denim, Pafemeters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 41IIF7473 rev. IdeoaO d BEFORE USE. aaaa **ee Design valid for use any win MirekW oonnectors. This design is based any upon parameters drown, and is for an Individual building component, not HT go a Voss system Bere fause, the building designer must vedfythe splociblity of design parameters and proFeM mcorpence this design, tone overall bull ingdesigrt BmGngIndicated istoprevent WWngoflndrvidualbusswebandrerMad members ony. Add'OianaltempamryandpermaneNbradnp MTek' Is a days requbed rot staNIfty and to prevent meapse wW possible personal injury and property damage. For general guidance regarding the farical storage, delivery, erection and bradrg of Uni rd foes systems,sea ANSWPII duality Crkeda, DS"9 and BCSl Building Component 69o4 Papa East Blvd. Safatylnfamedon 8v flable frem Tm9a Plate Insdbde, 216 N Lee Street Sube 312, Alexandria, VA32314. TARv a, FL 36610 Job ross Truss Type City Ply Sparks ReRoo( T78274193 J38271 B01 Hal Hip 1 1 Job Reference a fional East Coast Truss, Ft. Pierce, FL-34946. 3 ix4 8.240 s Jul 14 2019 MiTek Industries, Ino. Thu Oct 3 093042 2019 Page 1 ID:7z7wFBIRoOkgOzDO57FXgRym PvoWoxg3hrCwtbL8P31 LzNousotJptJkoDE_gVJWyX91h 4xa MISSHS = Scale=1:30.5 44 = Plate Offsets (X Y)— 13:05-0 0-2-01 LOADING (part SPACING- 2-0.0 CSI. DEFL. in (too) pde0 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Verl(LL) 0.11 6-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.23 6.10 >768 180 M18SH5 2441190 BCLL 0.0 Rep Stress Ina YES WB 0.29 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix -AS Weight: 74 lb FT=0% LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 5=657/0-M, 2=816/0-5-0 Max Hoa 2=310(LC 7) Max Uplift 5=-233(LC 5). 2=324(LC 8) FORCES. (lb) - Max. CompJMax. Ten. -Ali forces 250 (Ile) or less except when shown. TOP CHORD 2-3=878/232, 3-4=681/274, 4-5=607/263 BOTCHORD 2-6=284f725 WEBS 4-6=233/776 BRACING - TOP CHORD Structural wood sheathing directly applied, except end venicals. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about Bs center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconwrrant with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle.3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 5=233, 2=324. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Thomas A Alban! PE 1409380 MiTek USA, Inc, FL Con 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 3,2019 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED ANTEH REFERENCE PAGE MC-7473 n, iNe]40156EFORE USE. '.■■ Design w5J far use onywab NUITI 1 owmadam. This design is bash only upon pammidem shown. and Is loran individual building component, not a Wsssy5em Beloreuse,thebuiklbgdeslgnermuAvenfytapperabiayotde5gnparametersendpreperlybcomomtenlsdevgn'udomeoverall ■�.�(�q` bbldbgde9gn. Bracing indicated is to prevent buokrmg of bdMdual truss web moor Client members my. Addi ionaltempoaryindpeimaneNbraGng MiTek' Is always requbed for stebietyandto prevent collapse win possible personal indwyand propeM damage. Forgene.1gukancereoardiigthe rabriratim stamge, delivery, medivi and breoeg ofbusses and buss ryMemo. see ANSM11 Quality Cdrada, DSBA9 and SCSI Building Companem East BNtl. Sareyhoomefion availab%e Tmss M40IRSMNe,219N.Lee Street.au4e312,AlexandM,VA22a14. Tm TaL 36610 amppa.a. FFt. Job Truss Truss Type On Ply Sparks Re -Roof T18274194 J38271 B02 Half Hip 1 1 Jab Reference (optional) East Coast Truss, Ft. Pierce, FL - 34946, 1x4 LOADING (psq SPACING. 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCOL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Inv YES BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SIG No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 6=657/0.3.8, 2=816/0-8-0 Max Hors 2=379(LC 7) Max Uplift 6=226(LC 5). 2=321(LC 8) 8.240 s Jul 14 2019 MTek Industries, Inc. Thu Oct 3 09.30.44 2019 4.4 = Us = Scale=1:32.g CSI. DEFL in (too) I/de0 L/d PLATES GRIP TC 0.49 Vert(LL) -0.20 7-11 -898 240 MT20 244/190 BC 0.75 Vert(CT) -0.41 7-11 >431 ISO WB 0.29 Horz(CT) 0.01 6 Na n/a Matrix -AS Weight: 84lb FT=0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. FORCES. (to)- Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=983/299, 34=596/198, 4-5=456/224, 5-6=637/226 BOT CHORD 2-7—U2/930 WEBS 3-7=482/240, 5-7=180/679 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE7-10: Vuh=160mph (3-secend gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=17ft; 3=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about 8s center. 5) This truss has been designed for a 10.0 psf bottom chard live load nonconcument with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will Td between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) 6=226, 2=321. 8) This truss design requires that a minimum of 711S" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Album PE 110.39380 MiTek USA, Inc. FL Cert6634 9904 Parke East Blvd. Tampa FL 33610 Oam: October 3,2019 ®WARNING -Verily design parameters and READ NOTES ON TMS AND INCLUDED MITER REFERENCE PAGE ATU-7473— I0/e3NOIS BEFORE USE. Design valid forum only with WiTeMoonnealor. This Uesyn Is bases a* uponparemeters shmvn, and is for an individual bulging component, not a truss System Before use, me bull0ing designer must verily me appGrabilayof design parameter and property inmrporom Nis design into me overall MAldingdesign. Bracing extricated is to prveM buckling a NdMdual muss web andfa Uoml members only. A4dikna1tempdrryaMpe,maneMbrdng MiTek' Isalwapm uked NrMbiUywdtaprwMwgapsewdhpossiblopersoul jluyandpmpeMdamage. Forgenerlpisaneamgaelingthe fabdragon,storage, tleGwry,eredion ens brsng MtassesaM Wss systems, sea ANSW iQuaWy Ctl da,DSB49mdBCVBullding Component gon 6904 Parke East BIW. Sefeglafgan ewlable M1om Tmsa FatelnM4Ne, 21a N.LeeBlrel, Suite 312. Alexandria, VA 21314. Tangs. FL 36810 4x4 = 4x4 = Scale=138.1 Ix4 LOADING (psQ TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2017rTP12014 CSI. TC 0.53 BC 0.40 WB 0.59 Matrix -AS DEFL. in Vert(LL) 0.04 Vert(CT) -0.09 Horz(CT) 0.02 (roc) Well L/d 8-12 -999 240 8-12 -999 180 6 We We PLATES GRIP MT20 244/190 Weight 93 lb FT=0% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/si2e) 6=657/0.3-8, 2=816/04" , Max Hoa 2=449(LC 7) Max Uplift 6=218(LC 5), 2=317(LC 8) Max Gmv 6=680(LC 13). 2=816(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (IS) or less except when shown. TOP CHORD 2-3=-1008/244, 3-4=-424/180, 4-5=282/211, 5.6=652/230 BOT CHORD 2-8=-301/928, 7-8=301/928 WEBS 3-8=0/264, 3-7=705/255, 5-7=185/664 NOTES. 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=oft; Cat. II; ExpC; Encl., GCpi=0.18; MWFRS (directional); cantilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 pst bottom chord live load noncencurrant with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 61=11s) 6=218,2=317. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Thomas A Albani PE No.3B300 MiTek USA, Inc, FL Cert 6634 69U Parka Bast Blvd. Tampa FL 33610 Date: October 3,2019 ®WARNING -VOdfy design Parameters and READ NOTES ON TMS AND INCLUDED MITEx REFERENCE PAGE MIIJdTa rev. fPVa/2015 BEFORE USE. Design valid toruss only win ALTeMooseneclom. This deogn is based only upon pMemedow shown, and 13 for an Ind'Mdual WildOq comporren4 net a buss system. Before use, the bwldAg designer must ven"aspplublity of design parameters and properly Mearporate Nis design Intone owdl buildin9desgn. BraGng ltdlcMediampreventWUWgMMd'Mduel Wss web andlw M,oM members ony. POdNonM temporary eM pennaneM baWg WOW Is allays "u!Md for s OlMy and W pmaM wlapse with possible pemnal i iMand pmpeMdamege. Forgenenil gaaance regarding Ne fabdcalion,st.-ga,d.Uvery,emOonmdbmdgd WswsaMW3s Woms,me AIISUP11OueliyfWda,DS&Send BCBl BuildMg Component 6904 Parxe East Blvd. Sefeylnrammf/an availablehen Tms3Fate[.Wd e.21aNLeeS M,Su1e312,AlerandM.VAM14. Tampa, FL 36610 Job' ITruss Truss Type Oty Ply Sparks Re-RoofT18274196 JX271 BD4 Hag Hip 1 1 Job Reference (optional) East Coast Truss, FL Pierce, FL-34946, 1x4 8.240 s Jul 14 2019 MTek Industries. Inc. Thu Oct 3 09:30:47 2019 73-4 14-11.8 7g 7b 5x5 = 3x4 4 5 Scale =1:42.9 Plate Offsets (X,Y)— j4:0-2-8,D-2-4j j5:EO0e,0.1-81 LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.11 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.19 6-7 >928 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Hoa(CT) 0.01 6 nda n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 93 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 6=657/8-3-8, 2=816/0-8-0 Max Hom 2=518(LC 7) Max Uplift 6=208(LC 5), 2=313(LC 8) Max Grav 6=792(LC 13), 2=816(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 2-3=956/231, 3-4=1012/449 BOT CHORD 2-7=2781909 WEBS 3-7=583/365, 4-7=400/1105, 4-6=8331432 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Unbalanced met live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opst, BCDL=6.Opsf; h=171t B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 ps/ bottom chord live load nonconcurrenl with any other live loads. 6) ' This buss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 16-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical Connection (by others) o1 truss to bearing plate Capable of withstanding 100 to uplift at joint(s) except (jt=1b) 6=208, 2=313. 8) This buss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Alban PE No.39300 MTek USA, Inc. FL Cart 11834 69M Parke East Blvd. Tampa FL 33610 Date: October 3,2019 ®WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIL7473 rev. IMM015 BEFORE USE. Design sod faruse m*wah MTek®wnnMars. This design Is based" WonpatamNers sho-an, and Is ratan IMMdual budding component net ��®® a truss system. Before use, the building designer must Sergi Me applirabMy ofdesign parameters and propety Bottoms Nis design he Me overall buildingdesign. Bracing indicated is to prevent budMg of holividual tress web enter Chord members onN•Aidnionai temporary and permanent bracing KWIC Is always required for stabiity and to prevent collapse with passible personal Injury and property damage. Forganeralguldarcareganingthe falml.b.n,storage. desmy.madant and bradng bfbusses and busssydems,see ANSVTF1l Ouollty"Ant., DSB49 and BCSI Bu0din9 Component 6904 Parke East Bind. Snfafylnrmendome available ham Trues Plata M91100, 218 N. Lee Stied. Suite 31Z Alexandria, VA22314. Tampa, R 36610 Job Truss Type Oty Ply Sparks Re-RoofT78274197 �S053 MonopkM 2 i Job Reference (optional) East Coast Truss, Ft. Pierce, FL-34946. 1x4 8.240 s Jul 142019 MTek Industries, Inc. Thu Oct 3 09:30:48 2019 Scale= 1:438 Plate Offsets (X,Y)— j4:0-0-13 0-1-81 LOADING (psf) SPACING. 2-0-0 CS]. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.92 Vert(LL) 0.08 6-10 -999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Ven(CT) -0.16 6-10 >999 180 BCLL 0.0 ' Rep Suess Ina YES WB 0.32 Hoa(CT) 0.02 5 n/a Fife BCDL 10.0 Code FBC2017/TPI2014 Matnx-AS Weight: 81 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=81610-8-0, 5=657/0-3.8 Max Hoe 2=545(LC 7) Max Uplift 2=311(LC 8).6=203(LC 5) Max Grav 2=816(LC 1). 5=726(LC 13) FORCES. (Ib)-Meet. Comp./Max. Ten. -All forces 250(I1b) or less except when shown. TOP CHORD 2-3=9411227, 3-4=3011161 BOT CHORD 2-6=282/859, 5-6=2821859 WEBS 3-6=01338,3-5=905/339 BRACING- TOPCHORD SWctural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 3-5 NOTES- 1) Wind: ASCE 7-10; Vufl=160mph (&second gust) Vasd=124mph; TCDL-J.Opsf; BCDL=6Dpsf; h=17ft; B=451t; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; III (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonamunnent 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 3.6-0tall 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 100111 uplift at joint(s) except (jt=lb) 2=311, 5=203. 6) This truss design requires that a minimum of 7116" structural wootl sheathing be applied directly to the top Mond and 117 gypsum sheetrock be applied directly to the bottom chord. Thomas A Agent PE No.39380 MiTek USA, Inc. FL CM%6634 6904 Parke East Blvd. Tampa FL 33610 Data: October 3,2019 ® WARNING -Venfy tlesign Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1011-7473 rev. IBAI 30/5 BEFORE USE. Design valid br use only with MTek® connectors. This design is bases ony upon parameters shorn. and is for an Individual bulling component, not a Was system. Below use, Me building designer must verify We applcabilty of design parameters and pmpedy, lncurymate this design into Me owmall buildingdesign. Bracing indicated is to prevent buckling of individual truss web anNm chard members ony. MdlionifinsporaryaM.nor anam blaring MiTek' Is always required for stability and to prevent collapse wdh possible persorel injury and property damage. For general guidance regarding be fabrication, storzge,delivery,eremion and bracvlg of busses antl Wss sysbms,see ANSUTPI1 Duality Cdtarla, DSB49 and BCV BUIUMg Component Seel Parke East BW. Sahrylydormadon availableham Truss RWelnWt e,218NLeeMmet,Suile312.P1erandM,VA22314. Tampa, FL 36610 Job' ' Truss Truss Type Qty Ply Sparks Re -Roof T18274198 J38271 C01G Had Hip Girder 1 q L Job Reference (optional) dasn.oen'nnas, n. nerce. FL-34BAB, 8.240 a Jul 142019 MITek Industries, Inc. Thu Oct 3 09:30:54 2019 Scale: 1/4'=T 4AM18SHS = NAILED NAILED NAILED NAILED NAILED NAILED U4 NAILED 1.4 II NAILED 3x8 =NAILED 4x8 = 4 21 5 22 23 6 24 25 7 26 27 a 0.00 12 3x4 i 3 fill 9 y8 = 14 28 13 29 12 30 11 31 32 m 33 34 aSM10SHS = 3.4 - 3x811118SHS = NAILED NAILED 44- NAILED 2 15 1x0 1x0 I SpedaI NAILED NAILED NAILED 3x12 = NAILED 6z8 1 NAILED • 1] 4.00[12 3x8 i VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS(BEARINGS). 3119 UN 1441R0 157 1&10-14 0 I i Plate Offsets(XY)- [1:0-11-121-11-0I 12:0-2-50.1-01 [4:0-5-40-2-0) ITO-3-80-1$ [14:0-2-00-2-8) LOADING (fist) SPACING- 2-0-0 CSI. DEFL. in ([do) War Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.64 11-13 >456 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.9511-13 >307 180 MISSHS 2441190 BCLL 0.0 Rep Stress Ina NO WB 0.70 Hom(CT) 0.60 17 life n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MB Weight: 261 Ib FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP N0.2 TOP CHORD BOT CHORD 2x4 SP No.1 `Except` 2-14: 2x4 SP 27ODF 2.2E 50T CHORD WEBS 2x4 SP No.3'Excepr 8-17: 2x8 SP No.2, 4-13,8-10: 2x4 SP No.2 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=212510-8-0, 17=2305/0-8-0 Max Horz 2=283(LC 7) Max Uplift 2=-764(LC 8), 17=776(LC 5) Max Grav 2=2140(LC 29), 17=2305(LC 1) FORCES. (Ib) - Max. ComplMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=7645/2366, 3-4=9264/3034, 4-5=10469/3470, 5-6=9576/3212, 6-7=9576/3212, 7-8=-6153/2102, 9-17=2305/776,8-9=2163/807 BOT CHORD 2-15=2364/6994, 14-15=2424/7187, 13-14=-3037/8962, 11-13=3578/10508, 10-11=2210/6183, 9-10=287/396 WEBS 3-15=547/248, 3-14=-617/1727, 4-14=914/3161, 4-13=642/1885, 5-13=389/323, 5-11=-936/277, 6-11=599/377, 7-11=1164/3601, 7-10=1679/759, 8-10=2072/6180 Structural wood sheathing directly applied or 2-8-8 oc purlins, except end verticals. Rigid ceiling directly applied or 7-2-9 oc bracing. NOTES. 1) 2-ply truss to be Connected togetherwith 10d (0.131"x3") nails as follows: Top chards connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x8 - 2 rows staggered at 0-9-0 Do. Bottom chords connected as follows: 2x4 - 1 row, at G-9-0 oc. Webs Connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are Considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply Connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced mof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vufl=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL=6.0psf; h=1711; B=45ft; L=25ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and fight exposed: Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water policing. 6) All plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 0 degree rotation about its center. 8) This truss has been designed for a 10.0 pad bottom chord live load nonconcurrent with any other live loads. 9) `This truss has been designed for a live load of 20.Dpsf an the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fa between the bottom chord and any other members. 10) Bearing at joint(s) 2, 17 Considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify rapacity of beating surface. Thomas A Albani PE No.39390 MiTak USA, Inc. FL Cart 6634 6904 Paden East Blvd. Tampa FL 33610 Data: October 3,2019 ®WARNING -V.6tx d sil. parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGE 111II-7473 rev. IW=015 BEFORE USE. Design valid bruse dnywnh MiTekdk wnnedors. Thu design is based any upon palamelers extent, and is for an ina WtIal budding Component not a truss System. Before use, the bWIdng designer mustveriythe apphoabitiy ofdedgn pammeten, and propertyinwrpoMe Mi. design Id4 the overall �1Yf bwMNgdeslgn. BracingMdioatedistopmv Mbuc gofhdiAd alWsswebw&orMoNmembemony. Aaddlonaltemporeryandpermanerdbradng WOW IS always required for stability and to prevent Coaapsewah possible personal injuryand property damage. Forgeneralguidano,regardilgbe fabdration,stomge,delivery,erecaonandbrodngoftmssesaM"sssystems,see ANSWPllquaWCdf6a,DSBA9and SCSIBuilding Component 6904 Parke East BA. SareWhadermadon evadable ham Truss Plate Instdme.210 N. Lee Street Suhe312, Alexandda, VA22314. Tampa, FL 36610 Jab Truss Truss Type pry ply Sparks Re -Roof T18274198 J38271 C01G Hall Hip Girder 1 ay L Job Reference (optional) East coast l russ, Ft. Hlerce, FL-34946, 8.240 s Jul 14 2019 111 Industries, Inc. Thu Oct 309:30:542019 Page ID:?z7wFBIRoOkgOzDO5?FXgRym_PvSgXTL9gNNcNun KNksBBHOMoD8pr73L ?m8lgyX9tV NOTES- 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (p=lb) 2=764, 17=776. 12) "NAILED" indicates 3-10d (0.148'X3") or 3-12d (0.1481 toe -nails per NOS guidlines. 13) Hanger(s) or other Connection devices) shall be provided sufficient to support concentrated loads) 405 Ito down and 97 Ib up at 735 on bottom chord. The design/selection of such Connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=70, 4-8=70, 14-18=-20, 91 Concentrated Loads (M) Vert: 4=143(F) 14=353(F) 13=-59(F) 5=-143(F) 21=-143(F) 22=143(F) 23=143(F) 24=143(F) 25=143(F) 26=143(F) 27=-143(F) 28=59(F) 291 30=59(F) 31=59(F) 31 33=59(F) 34=59(F) ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEXREFERENCE PAGE 111I1,7473m¢ 10,03,7015 BEFORE USE. wwww Design valid for use onywiN MRek®conndat es. Ibis tlesign is based or y upon parameters Shawn. and Is for an indrvqual Wading odmpanenl not �w• a ends System. Before use, Me building designer must very the applicability of design parameters and property NwryarWe Nis design mothe overall Wilding design. Braung indicated is to prevent bucidag ofindmEual Was web andlar chard members may. Additional temporary and serearrent bracing WeW is abvaya required for slabiby and to growers, Wass, with possible personal injuryand property damage. For general guidance regarding the fabdnon.domge.deMq,emtlonendbradngafwsssaM sssystems,see ANSUTM1Quality CTfreRa, DSB49 and SCSI aullding Component 6904, PaMa Ferri BNd. SarerylnfoTmagon a bble WmTruss%Ste InMWe.218NLee OmKSuite313,AuandM.VA22614. Tampa, FL 3a610 MT 3x8 = 1.4 II 5 18 19 6 4x12 = 3,11 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). 4- 5 900 9-1r9 24CA SCele: 1/4'=l' k� 4b5 I TY-11 Pa 47I0.8 I 5-0-0 r SE-0 Plate Offsets (X Y)— [1:0-11-7 1-11-01 12:0.2-5 0-1-01 I4:0-2-8 D-2-0I 19:0-2-80-2-8j [1 1:0-2-12 0-2-12) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) NdeO Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.44 10-11 -658 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.6910-11 >419 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.99 HOrz(CT) 0.52 14 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Mahix-AS Weight: 1341b FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2'Excepl' 2-11: 2x4 SP 270OF 2.2E WEBS 2x4 SP No.3*Except' 7-14: 2x8 SP No.2 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. ([blame) 2=1235/0-8-0, 14=1083/0-8-0 Max Horz 2=352(LC 7) Max Uplift 2=437(1_C 8), 14=350(LC 5) Max Grav 2=1235(LC 17), 14=1083(LC 1) BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 2-3=-4046/1053, 3-0=3935/1167, 4.5=3585/1103, 5.6=2609/869, 6-7=-2609/869, 8-14=1083/350, 7-8=1017/375 BOT CHORD 2-12=1244/3766, 11-12-1263/3838, 10-11=1284/3722, 9-10=1284/3722, 8-9=-237/291 WEBS 5-9=1178/333,6-9=351/230,7-9=818/2608,4-11=381/1385,5-11=363/126 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL=6.Opsf; h=17ft; B=45ft; L=251t; eave=4ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) This truss has been designed for a 10.0 par bottom chord live load noncencument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at jght(s) 2,14 considers parallel to grain value using ANSIrrPI i angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=437, 14=350. 9) This truss design requires that a minimum of 7116" structure[ wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Thomas A Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parka East Blvd. Tampa FL 33610 Data: October 3,2019 ®WARNING -Veldy tlesign Pammelera antl READ NOTES ON THIS AND INCLUDED MITEx REFERENCE PAGE MII-7473iev. IW34015 BEFORE USE. Design valid refuse solvents NbTeMcmnenem. Tha design is bases Dory uponparamelers shown, and Is roan Individual Wilting component, nit ME, �� a bass, m System. Before use. the building designer ustveriy @a Me appbility of design yzramelers and property amryaraa Nis design Into Me overall bulldingda4gn. Bfacing Indicated is to prevent baWag sfinsMdual Was web anmor Nord members Dory A4dNunntemporayandpermanentbredng MiTek' Is always required for natant, and to prevent oogapse with possible personal Injury and property damage. Forgenemlguidxr¢eregardingthe atdca8on,starege.degvery,election and bidding ortusses8lMtruss systems, see ANSM11 Quality Cstade, DSB49 and SCSI Building Component 6904 Parka East BM. Soroylnformafron avagable tom Truss Plato IAn00a, 218 N. Lee Same. Suite 312, Alexandra, VA223f4. Tampa. FL 36610 6cale: 114 =1' SAS = 3x4 = 4x10 = 4 16 17 5 6 II 8.G0 12 I¢ 3.4 G 3 7 9 e 3x6 - ass = 4x10 10 `4 2 x4 II 1a4 II 6.8 II 1 4,OD 12 12 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL 3xt s LOADS IMPOSED BY SUPPORTS (BEARINGS). 543-5 11-1-8 17 244i0 5-8-5 SS3 I B-S74 = Plate Offsets (X,Y)- N:0-11-7 1-11-01 (2:0-2-5 0-1.01 (4:0-2-8 0-2-01 (6'0.3-12 0-2-01 (8'0-3-8 0.2-0j (9'0-2-12 0.3-01 LOADING (psf) SPACING- 2-0.0 CSL DEFL. in (loc) 8de0 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.44 9-10 >662 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.70 9-10 >416 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.99 Hoa(CT) 0.48 12 Na n/a BCDL 10.0 Code FBC20171TP12014 Matra -AS Weight: 1351b FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2'Except' 2-9: 2x4 SP 270OF 2.2E WEBS 2x4 SP No.3*Except' 6-12: 2x8 SP No.2 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ili/size) 2=1235/0-8-0, 12=1083/0-8-0 Mu Horz 2=421(LC 7) Max Uplift 2=-435(LC 8). 12=356(LC 5) BRACING - TOP CHORD Structural wood sheathing directly applied, except end vedlcals. BOT CHORD Rigid ceiling directly applied. FORCES. (lb) - Mao:. Comp./Max. Ten. -All farces 250 (lb) or less except when shaven. TOP CHORD 2-3=-4248/1083, 3-4=-3577/1096, 4-5=3229/1036, 5-6=2636/895, 7-12=1083/356, 6-7=-1007/389 BOT CHORD 240=1336/3998, 9-10=1350/4053, 8-9=1061/2636, 7-8=308/359 WEBS 5.8=665/337, 6-8=817/2610, 4-9=317/1159, 3-9=598/322, 5-9=181/721 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCOL=9.Opsf BCDL=6.0psf h=17ft; B=4511; L=2511; eave=oft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf boftom chord live load nonccncunenl with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2,12 Considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capachy of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift aijoint(s) except 01=1b) 2=435. 12=356. 9) This truss design requires that a minimum of 7116" structural mod sheathing be applied directly to the top chord and 11T gypsum sheetrack be applied directly to the bottom chord. Thomas A. Alban! PE No.39380 fdiTek USA, Ina FL Cott 6634 6964 Parke East Blvd. Tampa FL 33610 Date: October 3,2019 ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE Ml1.1473te, 1NOW015 BEFORE USE. *R �• Design Valk Kruse onlywah bbTe uleconnedore: Tags design is based only Vponpxrametem shown, and Is foran kdlNdud admit, component not �� abuse system. Before use. the buldho designer must vemy the appOrablRj ofdedgn parameters and property kmrporata this desup bdothe overall iii111YYY■■ buikkgdesign. Bracing ingested is to proven budding of lndivual Was web anNm mom members omy. AddWonaltemporaryanpermanembracing MiTtak' Is always requlrewith p d for maturity and to prevent Collapse ossible personal one said pmpeny damage. Forgeneralguklme aregamingthe fabdeation,storag9e, deggery, erectiand on brood, ofbusses and miss systems,see ANSWP11 Quality Cdreda, DSB49 and BCV Bologna Compononr SayOryfnfarmafbIs Tmss Basal Parke Boid. EastB. mMblefrom Rate Ins e,210N.Lea&MM,Buae312,Nexandrk,VA2nl4. Tampa. FL 30610 Job ' m35 Truss Type cry Ply Sparks Re -Roof T18274201 J38271 C04 Hal Hip 1 1 Job Reference (optional) mss, rt. name, FL-34946, 3x8 i Sxs = 8.240 s Jul 142019 MTek Industries, Inc. Thu Oct 3 09.30:59 2019 16 17 sail = VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS (BEARINGS). [ 6-&5 1314 } 18-7-4 I 24E-0 84.5 &63 5-St2 5.t0.t'J 4x8 = scale:11451- h Plate Offsets (X,Y)- [1:0-11-8 1-11-01 [2:0.2-5 0-1-0] [4:0-2-8 0-2-4](8:0-3-8 0.1-8[ 19:0-2.12 0.3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 11deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.43 9-10 >669 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.67 VergCT) -0.70 9-10 >413 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Hoa(CT) 0.47 12 n/a ma BCDL 10.0 Code FBC2017ITP12014 Matrix -AS Weight: 1391b FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.2'Except' 2-9: 2x4 SP 270OF 2.2E WEBS 2x4 SP No.3 *Except' 6.12: 2x8 SP No.2 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=1235/08-0, 12=1083/0.8-0 Max Horz 2=491(LC 7) Max Uplift 2=-433(1_0 8), 12=363(LC 5) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. FORCES. (lb) -Max. Camp./Max.Ten.-All forces 250(lb) or less except when shown. TOP CHORD 23=-4376/1083, 3.4=-3186/1001, 4-5=2846/950, 58=20111737, 7-12=-1083/363, 6-7=1018/392 BOTCHORD 2-10=1399/4151,9.10=1414/4192. 8-9=932/2059,73=413/423 WEBS 58=-731/345, 6.8=685/2088, 4-9=271/972, 3-9=1086/509, 5.9=255/940 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vu1=160mph (3second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsh h=17ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and night exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 pat bottom chord live load noncencurrent with any other live loads. 6) a This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 12 considers parallel to grain value using ANSUIPI 1 angle to grain formula. Building designer should verify Capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ill uplift at joint(s) except (jt=11b) 2=433,12=363. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chard and 112" gypsum sheetrock be applied directly to the bottom chord. Thomaa A.Albani PE No.39300 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 31910 Date: October 3,2019 ®WARNING - Verily design paameters and READ NOrES ON THIS AND INCLUDED MITER REFERENCE PAGE MIF7473 mv. 1010312015 BEFORE USE. Design vital mruse on ywbh 4LTek® connectors. This design Is based only upon xismeters shown, and Is even IneiNdual bustling oompaienL not ��®® abusssyMir. Belpre Us..the building deagnermunvedyth4 apperabir4yoldetgn pandoexem and properly Nco,porde Nis design itotere hannual �1Y� burdhigdes'gn. Bracing iMicmed is to prevent Wrkrng of hawidual Russ web and<or chord members only.Adduenaltemporaryendpermamrdbreang MiTek' Is aAvays required toraabirty and to present raeapsawhh postal personal lnjurya,d property damage. Forgenerelpidaxamadi gngma fabdragon,d0age,deP q.ereWwwdbmdog Of Wssesald WsssWems,see ANSUTPI1 Quality Croule, DSB49 and SCSI Buildrng Component SeloylnrameUOn avaaebk Dom Tmss Plate InAUe, 218 N Lea 61reet, ante 312. Naandria, VA22314. 69D4 Parke East sued. Tamed P. 3661D Job' ' Tvss Truss Type Day Ply Sparks Re-RoofT18274202 J38271 D01G Hip Girder 1 1 Job Reference Io tional onx waxu rr. rmrce, rL -snv U, 6.240 a Jul 142019 MITek Industries. Inc Thu Oct 309-31:012019 scale -1:44A 4z6 = NAILED NAILED NAILED NAILED 1z4 II NAILED 4z8 - 4 24 5 25 6 6.00 12 3x4 i 3x4 3 7 2 ' 8 m 1.4 E lip ($ giz4 II 15 14 28 13 27 12 11 10 34 = 1.4 II 3x4 = NAILED US = NAILED 3x4 = ASA Spedo NAILED Special 1z4 II 1741 I 74)-0 106-0 14-0-0 17-D_2-12» 211zo37.H I 3aA I Rrn I RRII I iI .A I Plate Offsets (X,Y)- 14:0-5-4 0.2-01 16:0-5-0 0.2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) Veen Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.15 13 -999 240 MT20 2441190 TCDL 16.0 Lumber DOL 1.25 BC 0.83 Ven(CT) -0.24 13 >999 180 BCLL 0.0 ' Rep Stress Ina NO 6VB 0.24 Hom(CT) 0.10 8 n1a n/a BCDL 10.0 Code FSC20171TPI2014 Matrix -MS Weight: 121 lb FT=0% _ LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1888/0.B-0, 8=1888/0-8-0 Max Holz 2=166(LC 6) Max Uplift 2=664(LC 8). 8=664(LC 8) Max Gmv 2=1909(LC 29), 8=1909(LC 30) BRACING - TOP CHORD Structural wood sheathing directly applied or2-11-10 cc purlins. BOT CHORD Rigid ceiling directly applied or 6-10-11 oc bracing. FORCES. (Ib) - Max. Comp-IMax. Ten. -AU forces 250 (I s) or less except when shown. TOP CHORD 23=-3469/978, 34=3226/1002, 4-5=325411057, 5R=3254/1057, 6-7=3223/1003. 73=3466/980 BOT CHORD 2-15=714/3163, 14-15=-714/3163, 13-14=656/2964,12-13=656/2895, 10-12=-713/3034, 8-10=713/3034 WEBS 3-14=348/167, 4-14=70/658, 4-13=207/615, 5-13=607/371, 6-13=207/615, 6-12=74/664, 7-12=346/165 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10: Vun=160mph (3-sewnd gust) Vasd=124mph; TCDL=9.Opsh BCDL=6.Opsf; h=17ft; B=4511; L=24ft; eave=oft; Cat. II; Exp C; Encl.. GCpl=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 fall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except 0=11d) 2=664, 8=664. 8) "NAILED" Indicates 3-1Od (0.148k3") or 3-12d (D. 1 48'X3.25") toe -nails per NOS guidlines. 9) Hanger(s) or other Connection device(s) shall be provided sufficient to support concentrated load(s) 416 Its down and 92 lb up at 7-0-0, and 4161b down and 9216 up at 13.114 on bottom chord. The designIselection of such Connection device(s) Is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Thames A. Albani PE Nc.39360 MITek USA, Ina. FL Can 5634 69M Parke East Blvd. Tampa FL 33610 Date: October 3,2019 ;ontinued an Dean 2 ®WARNING- Verily designparamefe andREAD NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIIJ473 rev. IOM"015 BEFORE USE. Design wild forwa, amywah MiTaMeannedcra. This design Is based oNy open parameters shoran. and Is far an Individual Wilting component. no ��• a W39 SWem. Before aye, me building daslgnarmual vestry Ne appiusaty W desagn pa2mHera and pRpedy Lleorporm0 MIS dwgn Intense overall buildkgdesign. Bracing Wk edistopmwntWWhgof NdMdualRmsweb=n aONmembem Wy. Awaxamlmmpomryaroperemem6rwing MiTeK Is always n9utred for slabiLly and to prawn! Wilapsewtlh pose ble personal Morrow p e erty damage. Forgerwat gukance regalGlg the fabriesawn, Storage, delivery, erection and bmdng oflausses and truss systems, we ANSVT711 Duality Green, DSB89 and Goal Building Comported 6904 Parke Fast Blvd. Selaylnbrmadon awaable Rom Truss P a Ins Oa, 218 N. Lea 61met. 6ude 312 Alexandda, VA2=14. Tampa, R 36610 Job I rasa TType pry Ply Sparks Re -Roof T18274202 J33271 001G �Hmipssirder i 1 Job Reference (optional) East Coast Truss, FL Pierce, FL-34946, 8.240sJul 142019 MITek lntlustries, Inc Thu Oct 309:31:012019 Paget ID:?z7wFBIRo0kg0zD05?FXgRym_Pv-IAS6pVvmjtGu73Mjegpg3v96wzFyGLCOcRnOUwyXMO LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4=70, 4-6=70, 6-9=70, 18-21=-20 Concentrated Loads (Ib) Vert: 4=141(F) 6=141(F) 14=359(F) 13=61(F) 5=141(F) 12=359(F) 24=141(F) 25=-141(F) 26=-61(F) 27=-61(F) ®WARNING- Verify design paramelem and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473fw,, nlrii [015 BEFORE USE. Design valid for use onywtlh MTeatconnectors. This design is based on"on parameters shown, and Is for an iMiNEual building component not �• a Voss erased. Before use, Me bwldivg designer must vent' Me applicability of design parameters and properly Nmryorme Mis design Into 0e ow odl MAIdngdesign. Bmcing[Mi edislopmwe We mgofmdMdualWssweba "NOMmembemOny. AddNanaltemporaryandpelmaneslowing MiTek' Is always required for siabildy and to preverd cogapse with possible personal iNuryand pmpwV damage, Forgenerdlguidanceregardalg Ne fabnragoq siorage, de0very,ereQion and braUlg olWssesaM Wzs rysiems,see ANSUIP11 Quality Crnsda, DSBJi9 and SCSI Building component Eg04 Parke East Bhtl. Safeylnforgetion av bbf TmssPlatelnsi9Ne,218N.Lea Vme,Suite312,Aleudna,VA22314. Tampa,R Sal Job' ' nfss Truss Type pry Ply Sparks Re -Root T18274203 J38271 D02 R00FTRUSS 1 1 Job Reference (optional) was, M. Flame, FL-34945, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 3 09:31:04 2019 Page 1 ID:4z7wFBIRoOkgOzD057FXgRym_Pv.917FSayeOgeT X6IJyNXhXnbPAEbTdVTIP7g5FyX9tL -zoo age ssa g-0-0 124-0 1443E 'r 8 I z1-0-0 -0 E-e za-0o 2-0-0 4-91 1 1Ed 241$ I 3-0I 214-9.4 I 2-09 3x4 3x4 - 5 1x4 3x4 3x4 = nx4 = Scale - 1:45.4 LOADING (par) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 I SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2017/rP12014 CSI. TC 0.55 BC 0.96 WB 0.50 Matrix -AS DEFL. Veri(LL) Vert(CT) Horz(CT) Attic in (loc) VdeB Ltd -0.31 11-13 >815 240 -0.6011-13 >421 180 0.04 9 hie hie -0.2311-13 436 360 PLATES MT20 M18SHS Weight: 941b GRIP 2441190 2441190 FT=0% LUMBER. BRACING - TOP CHORD 2x4 SP 270OF 2.2E'Except' TOP CHORD Structural wood sheathing directly applied. S-6: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.1 WEBS 1 Row at midpt 4-7 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1169/0-8-0, 9=1169/0-M Max Horz 2=203(1_C 6) Max Uplift 2=-345(LC 8), 9=345(LC 8) Max Grail 2=1237(LC 14), 9=1237(LC 15) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=1845/250, 33=1503/327, 4.5�39/913, 5.6=-WtlO80, 6-7=39/913, 7E=1503/327, 8-9=1845/250 BOTCHORD 2-13=-2111597,11-13=-21/1597,9-11=21/1597 WEBS 3.13=0/429, 8-11=0/429, 4-7=2613/419 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opst h=1711t; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 par bottom chord live load nonconcument with any other live loads. 7) a This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Ceiling dead load (5.0 par) on member(s). 3-4, 7-8, 4-7 9) Bottom chord live load (20.0 par) and additional bottom chord dead load (5.0 psf) applied only to room. 11-13 10) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joint(s) except T=lb) 2=345,9=345. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 12) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Thomas A Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Paden East Blvd. Tampa FL 33610 Data: October 3,2019 ®WARNING- Vedly design parameters and READ NOTES ON THIS AND INCLUDED IWIEK REFERENCE PACE 16!IF7473.. 10/03/2015 BEFORE USE. Design valid foruse only with Mield,connecena. This design Is based ony upon taximeters Shown, and is loran bMMdual bW6rg camponem, no �w a bm usystem Before use, are bwlding designer must gory the apPtcsbilay0designparametens and properly Noarpamta Nis design We Me overall buildingdectin. Bracing released is to preventbud,6ngofhdMdual[was web andMMom Members Only. AddWonaltempomryarelpermanendis cing MiTek' Is always requWd (or slebirnyand to preveN coAapse wMb posside perwnal injuryand propeM damage. Fer genoral guide eas n,aNiml Ne fabddat0n, 90mge, deiyery, eredwn and bradig oftmsses and truss systems, we ANSM11 Cuddly Creeds,DS&-89 and SCSI Building Component 6904 Parke Sari Blvd. SuferyedOrmaflan avabblebom Tmss SWeinsN e.218NLee SIre U8e3t2Alexandr ,VAU314. Tampa, FL 36610 Job' ' Truss Truss Type Oty Ply Sparks Re -Roof T18274204 J38271 003 ROOF TRUSS 5 1 Job Reference (optional) truss, H. Pierce, FL-34946, 4x4 = 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 3 09:31:05 2019 axe = a e n 1x4 1x4 II Scats =1:41.2 e l� Plate Offsets (X Y)— [2:0-1-0Edge) f5:0.2-0 Edgel 18:0-0-0 0-1-01 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in floc) gde0 Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.40 9-11 >617 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.83 9-11 ,300 180 MISSHS 2441190 BCLL 0.0 Rep Stress Ina YES WB 0.38 Hom(CT) 0.03 8 rda Na BCDL 10.0 Code FBC2017rTP12014 Matra -AS Attic -0.24 --11 411 360 Weight: 851b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP 270OF 2.2E TOP CHORD Structural wood sheathing direly applied. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid Ceiling directly applied. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (It/size) 8=1007/0-3.8, 2=1157/0-8-0 Max Horz 2=220(LC 7) Max Uplift 8=-199(LC 8), 2=350(LC 8) Max Grant 8=1078(LC 15), 2=1216(LC 14) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Its) or less except when shown. TOP CHORD 2.3=1736/252, 3.4=-1393/338, 45=235/1354, 5-6=237/1356, 6-7=1396/336, 7-8=1739/250 BOT CHORD 2-11=ll4/1452, 9-11=114/1452, 8-9=114/1452 WEBS 3.11=0/424, 7-9=0/425, 4-6=2920/645 NOTES- 1) Unbalanced mot live loads have been Considered for this design. 2) Wild: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf, h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates am MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load ncnconcurrent 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) Ceiling dead load (5.0 psf) on member(s). 3-4, 6.7, 4-6 8) Bottom chord live load (20.0 psl) and additional bottom chord dead load (5.0 lost) applied only to room. 9-11 9) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100 It, uplift at joint(s) except 8-199, 2=350. 10) This truss design requires that a minimum of Tit 6" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Thomas A Albani PE No.39300 MITek USA, Inc. FL Ceft 8634 6904 Parke East Blvd. Tampa FL 33610 Date: October 3,2019 ® WARNING -Venry design Parsmelbs and READ NOTES ON THIS AND INCLUDED MITEX REFERENCE PAGE MIlJ4T] men. 10/03R015 BEFORE USE. sessee Design valid for use anlywilh Mmek®cormeCom. This design is based only upon parameter: grown, and Is Man Individual Wrong component, net ��®® 131 a Was$Won Belle use, the building designer must wdyme appgcobily oleevgn perammem and property inmMorem Nis design Into 0e awralt buildingdesign. Bracing irrigated is to prevent MUstling al hardiest Was web ending client members only. Ad Miandtempur,and,marimentleading Me[( Isrelubed for stability and to prevam w0apse with passible personal Injury mtl propedydamage. Forgenealguidanceregardilglra fabrication, garage. degvenr, erection and baling ofhusses and Mass systems.see ANSVIall Dually"MOM, DS"9 and SCSI Building Component 6904 Palle Fast BNO. Wilaylelonnmlun avaffabla WmTruss Plalaing dig ,218N.Lea M.d,9de312A.dria,VA22a14. Tanga, FL 36310 Scene =1:40a G i•18 6 1x4 II 1x4 II 7 9 1x4 I 1x4 II 3x4 6 8 13 10 3x4 C 1.4 II 5 11 1x4 II 4 BDO 12 1x4 I 3x6 I 34 IIh121x4 II 4x4 \\ 4x4 // 5.5 i 3 3 2 1 26 14 5x5 1 3x6 II 34 II 5]$ 27 26 25 24 23 22 x=a 21 20 19 16 17 16 3x4 1.4 II 1x4 II 1x4 II 1x4 II 1a4 II Asia = 1x4 II 4x4 = ix4 II 1x4 11 1x4 II 3x4 3x4 = 1x4 11 3x4 = 2-0-0 1 443-0 5-6-0 8&-086-0 6b-0 1660 12-&0 14E-0 tfi-S72116&9 16-" 21-0-0 2-&0 21-0 1-0-0 1 P11-12 2-0.t1 2-0.0 1 2-0.0 1 AN1 2 1-0-4 2-0-0 2 1 Plate Offsets(%Y)- ry:0-6-0Edoe] rl:0-0-120.1-12] [15:0.6-0Edge] [75'0.0.120.1-12] LOADING (psp SPACING. 2-0-0 CS]. DEFL. in (loc) Udeg Ud PLATES GRIP TCLL 20.0 Plate GOP DOL 1.25 TC 0.86 Vert(U-) 0.15 21 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.98 Ven(CT) -0.24 21 >999 180 BCLL 0.0 ' Rep Stress Inv NO WB 0.12 Horz(CT) 0.09 15 n1a Na BCDL 10.0 Code FBC2017rTP12014 Matrix -AS Weight: 278111 FT=0% 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. WEBS 2x4 SP No.3*Except- 8-22: 2x6 SP No.2 TRUSS DESIGNED FOR WIND LOADS IN THE PLANE OF THE TRUSS ONLY. FOR STUDS EXPOSED TO WIND REACTIONS. (Its/Size) 1=2695/0-8-0, 15=2695/0.8-0 (NORMAL TO THE FACE), SEE STANDARD INDUSTRY Max Horz 1=181(LC (3) GABLE END DETAILS AS APPLICABLE, OR CONSULT Max Uplift 1=750(LC 8), 15=750(LC 8) QUALIFIED BUILDING DESIGNER AS PER ANSIrrPI 1. Max Grav 1=2703(LC 13). 15=2703(LC 14) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=5517/1521, 3.4-5779/1635. 4-5=5722/1660, 56=5178/1458, 6-7=5151/1492, 7-8=51 1111541, 8-9=5111/1541, 9-10=5151/1492, 10-11=5178/1458, 11-12=5723/1660, 12-13=5781/1635, 13-15=5517/1521 BOT CHORD 1-27=1387/5292, 26-27=-1387/5292, 25-26=1387/5292, 24-25=1387/5292, 23-24=-13B7/5292, 22-23=1387/5292, 21-22=1387/5166, 19-21=1387/5166, 18-19=-1387/5166, 17-18=1387/5166, 16-17=1387/5166, 15-16=1387/5166 WEBS 8-22=2841787, ib18=97/278, 5-25=97/277, 5.30=739/282, 30-31=730/277, 22-31=7391280. 22-28=741/280, 28-29=732/277, 11-29=741/282, 13.16=632/220, 3-27=632/220 NOTES- 1) 2-ply truss to be Connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 2 rows staggered at 0.3-0 cc. Bottom chords Connected as follows: 2x4 - 1 row at G-9-0 cc. Webs Connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc, 2x4 -1 row at 0.9-0 cc. 12) All loads are Considered equally applied to all plies, except 8 noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply Connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been Considered for this design. 4) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf, h=1711; B=45ft; L=24ft; eave=4ft; Cat. 11; Exia C; Encl., GCpi=0.18: MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed: Lumber DOL=1.60 plate grip DOL=1.60 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load noncencument with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsr an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom Chord and any other members. 8) Provide mechanical connection (by offers) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) except (A --lb) 1=750, 15=750. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrack be applied directly to the bottom chord. Thomas A Alban! PE No.39360 MTek USA, Inc. FL Cert 6034 6904 Parke East Blvd. Tampa FL 33610 Date: October 3,2019 ®WARNING -Verify design;UU mw. and READ Noma ON THIS AND INCLUDED MITEK REFERENCE PAGE MIIJ413 rev. 10/03,2015 BEFORE USE. Design valid foruse onywah hbTeWconnectors. This design is based Only Doan parameters shown, and oforan NOiNdual buktli,g mmpownL not WGI a buss system. the buildito designer muslvedy lln snake ers pmpedy lecaryorAa torarI amnI BracingIndicatedwweb lrcchoNmy bmll Dowchord members a d,per prawxt busewith alenkdesign.Bratingtus,and iotavent MiTek' osMdualWualmjM idarx.ry'sain,maneNEraWg Is b eiways ragoretl for elabihTy end to prevent cokepsa with possible personal damage. property damage. Far general wFor ca regarding the a. wand da6ver7,eftmTmndbmdrin arbusse8N.d sasyatenu.see Duellry Cdrede, DSf3d9 and BCSl Building Compon4nf Crawls, ID rke SaWlfoadiallon,atoelon dda.VA"SVTFrf Solorylnbrma6on avakaDle Rom Truss Pule lnAaNa, 210 N.Lm SUeet, Suga 312 Alexandria, VA 22314. Tampa, FL 36610 Tampa, 36610 NUILJ- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3623 Ib dovm and 974 Ib up at 10-6-0 on top chord. The designlselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pi) Vert: 1-8=70, 8-15=70, 32-38=20 Concentrated Loads (Ib) Vert: 8=3500(F) ®WARNING- Venlydesignparameters and READ NOTES ON TMS AND INCLUDED MITERREFERENCEPAGEM11.7473 v. IMMOIS BEFORE USE. Design valid for use ontri MTeb®canneolon. This design Is based only upon parameters shown, and is fa en Mentors] bwldlng component, not m� a buss syMem. Before Use. Ore building designer MUM WrlyMe applicability of cause parameters and property incoryonte On design Me me QWm1I buiMingdesign. BMd gindicatedistopMv nlWM hgafhdMdualtmsswebw&orc OMMembenony. AMMlonaltomporaryaiWpermanenbraGng MiTek' Is always required for stabiNy and to prewat collapse wM possitie personal inim, and property damage For generaM le l g Admoe legadlla fabdcatlon,storage,delivery, emotion and bracing of trusses and bras systems, see ANSVTP11 Quality CrUours, DSB49 and SCSI Building Component Soroylnygmneflgn ayagable horn Truss plate Inst e, 216 N. Lee S M, S e 312, Meaandda, VAM1a. 6904 Para East Bid. Tamps, FL 36610 Job' ' Truss Truss Type Dry Ply Sparks Re R00t T18274206 J38271 DOS ROOFTRUSS 1 1 Job Reference (optional) ix4 buss, H. Hems, FL-34946, 8.240 s Jul 142019 MiTek Industries, Inc. Thu Did 3 09:31:09 2019 Pagel ID:7z7wF81RoOkgOzDO57FXgRym Pv-WIxBVH7nrCG15lzGBVvyjObUNUBTj81yCRgjRmSyXgtG -2-0-0 5474 884 I 1016-7.8 + 47-0A4122.10.4 21.8 0 4x8 = 20 Scale=1:39.2 1.4 11 4x4 = 0-¢3 SE3 ebe 10.10-0 16.78 20.7-8 oda 54Y1 I z-1oa 1 z-3a I ss4 f 44)-0 ' Plate Offsets (X Y)- [6:0.5-8 0.2<I [16:04-0 0-2-101 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (lac) Udell Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.21 10-11 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.4610-11 >531 180 BCLL 0.0 ' Rep Stress Inv YES WB 0.58 HOa(CT) -0.03 2 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Affic -0.14 10-11 694 360 Weight: 1341b FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP N0.2'Except' 9-12: 2x4 SP 270OF 2.2E WEBS 20 SP No.3 OTHERS 20 SP No.3 REACTIONS. (lb/size) 9=1018/O-3.8, 2=1133/O-B-0 Max Hoe 9=408(LC 7) Max Uplift 9=254(LC 5), 2=351(1_C 8) Max Gray 9=1135(LC 14), 2=1208(LC 14) BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1Row at midpl SAS, 6-16,9-16 FORCES. fib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1891/323, 3-0=-1545/279, 4-5=1189/282, 5-6=324/213, 6-7=-297/2047, 7-8=311/1983, 8-9=-36/428 BOT CHORD 2-13=97/1614, 11-13=-97/1614, 10-11=0/1257, 9-10=0/1236 WEBS 10.16=0/509, 7-16=462/288, 4-11=10/633, 3-11=580/221, 5-15=-1249/163, 15-16=1237/169,6-16=-2123/441,8-16=1992/411,9-16=2122/341 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-secand gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=17ff; B=4511; L=24ft; eave=4ft; Cat. II; ESP C; Encl.. GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 pat bottom chord live load nenconcument 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) Ceiling dead load (5.0 psi) on member(s). 4-5, 5-15. 15-16 8) Bottom chord live load (20.0 pat) and additional bottom chord dead load (5.0 pst) applied only to room. 10-11 9) Provide mechanical Connection (by others) of truss to beading plate capable of withstanding 100 lb uplift atjoint(s) except Ut=1b) 9=254,2=351. 10) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetreck be applied directly to the bottom chord. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Thomas A. Albani PE No.39380 MiTek USA, Inc FL Cart 6634 69U Parke East Blvd. Tampa FL 33610 Date: October 3,2019 ®WARNING -Verily Cesign paramerels and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE GAGE 110IId473 rev. IM"015 BEFORE USE. Design raid for use only with N70M connectors. This design is based or y upon parameters w.wn. and Is for an inti atual building Component, not a Gust system. Before use, me building designer must verily Me applicability of desert parameters and property inroryordte Nl. dedgn into Me overall buidingdesgn. Busing suggested is to prover bucking of ltordWal Wss web andfa chord members only. Addalenaltemporeryalugpermanembracing MiTek' is always requtred for stabilay and to prevent colapu won possible personal hijuryard propedydamage. Forgeneral guld.rea re9ading the fabdeston,slams.,delivery, erection and brsedg.ftmsees and Wes systems. see ANSVTPIIOuaMy Cdroda,DS849mdaCSl Bullding Componmrt 6904 Parke East BIW. Salary lnformatlon available Mom Truss Rate Institute. 218 R Lee SMset, suae 31Z Alexandria, VA22d14. Tampa, FL 36410 Job' ' Truss Truss Type Ory Ply Sparks Re-Roof T18274207 J3B271 DOB ROOFTRUSS 1 1 Job Reference (optional) Truss, Ft. Pierce, FL-34946, 8.240 s Jul 142019 MiTek Industries, Inc. Thu Oct 309.31:112019 Pagel ID:?z7wFBIRoOkgOzDO57FXgRym PVS52U IlMgXTKc7eEx?BTOZhu?hywtVv_CXrLyX9tE -2Z AM 8EE I 124M I 10.7E i 20.7E 2-0O 44i6 436 3-gE 1x4 axe = 1x4 II 4x4 = 3x4 = 4EEi BEe 12V 1&7E 20.7E 44i-6 aA0 4aa 2gJ1 I enn Scale -1:43.6 Plate Offsets (X,Y)- f7:0.5-8 0-2-01 f17:0-4-00.2-101 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in (loc) gde0 Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.30 12 >826 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.6211-12 >398 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.55 Horz(CT) 0.03 10 n/a rue BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Attic -0.1611-12 617 360 Weight: 134 to FT=0% LUMBER. TOP CHORD 2x4 SP No.2'Except* 3.7: 2x4 SP No.t BOTCHORD 2x4 SP No.2*Except' 10-13: 2x4 SP 270OF 2.2E WEBS 2x4 SP No.3 OTHERS 20 SP No.3 REACTIONS. (lb/size) 2=113310-8-0, 10=1016/0-3.8 Max Has 2=478(LC 7) Max Uplift 2=-349(LC 8), 10=257(LC 5) Max Grav 2=1211(LC 14). 10=1153(LC 14) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. , WEBS 1 Row at midpt 10.17 JOINTS 1Brace at JUs): 16 FORCES. (I s) - Max. Comp-tMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 24=1998/331, 4-5-1486/247, 5-6=1125/287, 6-7=E5/819, 7-8=377/1929, 8-9=324/1812, 9-10=57/473 BOTCHORD 2-14=422/1898, 12-14=-422/1898, 11-12=301/1301, 10.11=-294/1311 WEBS 5.12=01576. 11-17=01519, B-17=384/242, 6-16=-2033/417, 1&17=2025/420, 7-17=1191/345, 4-12=696/225, 9-17=1848/487, 10-17=2164/370 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.0psf, BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about his Center. 5) This truss has been designed for a 10.0 pat bottom chord live load noncencurrent 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-M wide will fit between the bottom chord and any other members. 7) Ceiling dead load (5.0 psf) on member(s). 5-6, 6.16. 16-17 8) Bottom chord live load (20.0 psp and additional bottom chord dead had (5.0 par) applied only to room. 11-12 9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Its uplift at joint(s) except at -lb) 2=349. 10=257. 10) This truss design requires that a minimum of 7/16" structure) wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL C9rt 6634 6904 Pedro East Blvd. Tampa FL 33610 Dam: October 3,2019 ®WARNING. Verily design parameters and READ NOTES ON TMS AND INCLUDED MITER REFERENCE PAGE MIF7473 rev. 1WOM015 BEFORE USE. R Dottie valld car use only emn MTekW connectors. This design is based any upon parameters shown, and la for an NCWWUo buslig wmwmK no �E7 �® a truss system. Before use, the building dedgner must Wiry Me app0obibly of deep parameters and properly lown ardte this de9gn DID the owrell ■■■■��•YYYY■■■ buldingdesign. SMa gilts' edistopmwMburklingofhdAWat VusswOanWor NoMmembemwV. A4ryce dmonaltempamandnnanent Mating MiTek' Is always required forstabi4ry and to prevent Do wse with possible personal injurrand prepelty damage. For generel gu !lance regarvi g the fabdown,storage.deliverg erection and bmdng ofhusses and truss systems,see ANSU7PIf Quellry Cdrede,DSaa9end BCSIBuilding Component 69o4Para East BNd. S4fprylaf4rmawn as Habbham Truss Plate Institute,216N.Lee Sired,6uae312,Alexandria,VA22314. Tampa, FL 36610 4xB = Scale =1:48B 3xa = FRB 44)-0 86.8 1410-0 1B-]� 20-]A 4-0-0 46A M 1-g43 4430 Plate Offsets (x Y)- [7:0-5-4 0-2-0[ [16:0-4-0 0-2-81 LOADING (psf) SPACING. 2-0-0 CSL DEFL. in (loc) War Ud PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.74 Vert(LL) -0.25 11-12 >989 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Ven(CT) -0.5411-12 -455 180 BCLL 0.0 ' Rep Stress lncr YES VJB 0.61 Horz(CT) 0.03 10 n/a BIB BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Attic -0,16 11-12 620 360 Weight: 137 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 *Except' 4-7: 2x4 SP 270OF 2.2E BOT CHORD 2x4 SP No.2'Except' 10-13: 2x4 SP 270OF 2.2E WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. WEBS 1Raw at midpt 6-16,10-16 JOINTS 1 Bruce at Jt(s): 16 REACTIONS. (lb/size) 2=1133/0,8M,10=1017/0-3-8 Max Ho¢ 2=547(LC 7) Max Uplift 2=345(LC 8), 10=248(LC 5) Max Gmv 2=1211(LC 14). 10=1179(LC 14) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=2020/322, 3-5=-1495/237, 6-6=1132/285, 6-7=-232/896, 7-8=268/1240, 8-9=263/1220,9-10=-116/598 BOT CHORD 2-14=-422/1951, 12-14=-422/1951, 11-12=301/1342, 10-11=299/1338 WEBS 5-12=0/548, 3-12=672/212. 11-16=0/495, 8-16=-3101201, 6-17=2061/502, 16-17=2055/503, 7-16=672/224, 9-16-13571449, 10-16=2266/448 NOTES. 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; VuH=160mph (3-sewnd gust) Vasd-124mph; TCDL=9.Opsf; BCDL=6.0pst; h=17tt; B=45ft; L=248; eave=4X; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about 8s center. 5) This truss has been designed for a 10.0 par bottom chord live load nonconcurrenl 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 nit between the bottom chord and any other members. 7) Ceiling dead load (5.0 psQ on member(s). 5-6. 6-17, 16-17 8) Bottom chord live load (20.0 psQ and additional bottom chord dead load (5.0 psQ applied only to mom. 11-12 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at)oint(s) except Ot=lb) 2=345.10=248. 10) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the lop chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Thomas A. Alban! PE No.39390 MiT9k USA, Inc, FL Cart9634 6904 Parka East Blvd. Tampa FL 33610 Bate: October 3,2019 ®WARNING Voin Eesi9n....mete.. and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE.AGE W7473.ev. 10/034015 BEFORE USE. for use onywith MTeMconnedlon. TNsdesiggn labeled only upon paaimeere shown, and is reran individual Wu01ip component ndt MAN a Nuns system. Below use, M building desgnermust veriyme applleaGNyof design paromelers and properlyIncemoaite Me Doug. into me overall buidingdespn. gaining indicated is to proven buckling oflndividual Was web andlexclrond members only. Additional temporary and penmanend bracing MiTek' is always required for stabirdy andto prevent aoaapsewkh possible perserelinfuryaid property damage. Far gent rat guldance regarding the fabrieaton,stogretlbuss Component .delivery, eion end trading nvusses and ss systems, sae ANSI/RNt Oualdy Cnads, DS9 and BCS1 Building 6904 Parke East Blvd.Sereylrl/ormedon evaaabb Iron Truss Hne Insdlne, 216 N. Lee Strent, Code 312. PlexandDa, VA 9Z414. Tampa, FL 36610 4x6 = 3x8 = Scale =1:53.5 7 8 3x4 = Tel It 1x4 II '^° _ 3x4 = 0.0.0 I e-6-B I 1F7-8 16-1p-0 20.7-8 vaR Plate Offsets (X,Y)— f4:0-3-0Edoe1 (15:0-2-8 0-2-01 LOADING (ps1) SPACING- 2-0-0 CSI. DEFL. in (toe) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) .0.25 10-11 S991 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.5410-11 -453 180 BCLL 0.0 ' Rep Stress Ina YES We 0.72 Horz(CT) 0.03 9 me me BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Attic -0.16 10-11 615 360 Weight: 1351b FT=0% LUMBER. TOP CHORD 2x4 SP No.2'Except* 4-7: 2x4 SP 270OF 2.2E BOT CHORD 20 SP 270OF 2.2E -Except' 2-12: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1133/0-8-0, 9=1019/038 Max Harz 2=616(LC 7) Max Uplift 2=-341(LC 8), 9=239(LC 5) Max Grav 2=1207(LC 14), 9=1208(LC 14) BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1Row at midpt 6-15,9-15 JOINTS 1 Brace at Jt(s): 15 FORCES. (lb) - Max. Comp_fMax. Ten. -All forces 250 (@) or less except when shown. TOP CHORD 2-3=.2017/312, 3-5=-1493/236, 5-6=1128/285, fi-7=350/1097, 7-8=-230/923, 8-9=175/673 BOTCHORD 2-13=-418/1975,11-13=-418/1975,10-11=-300/1364,9-10=303/1349 WEBS 5.11=0/552, 3-11=674A99, 10-15=0/495, 7.15=7571355, 6.15=2193/613, 8-15=1156/420, 9-15=2350/531 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wnd: ASCE 7-10; Vult=160mph (&second gust) Vasd=124mph; TCDL=9.Ops1; BCDL=6.0psf, h=17ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and fight exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage t0 prevent water policing. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nommnctfrent 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) Ceiling dead load (5.0 psp on member(s). 5-6, 6-15 8) Bottom chard live load (20.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-11 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (t=lb) 2=341,9=239. 10) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the lop chord and 112" gypsum sheetrock be applied directly to the bottom chord. 11) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Thomen A Alberti PE No.39380 MiTek USA, Inc. FL Cart 66M 9904 Padua East Blvd. Tampa FL 33610 Dam: October 3,2019 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED INTEK REFERENCE GAGE 411144I3 rov. 10/03/2015 BEFORE USE. eeree Design valid mruse only win MRekW comteattenThis design is based gay upon parameters dream. and is for an Individual bldlg cumparem. no q Mf a truss syre stem. Befouse.lhe burning designer mud wrify the applicabiSyof design pretreatment prepeM baorporde Ws dedgn axo the overt bwldingdeagn. BmcMglndgdedlstopmvent Wu gof NdMMeltmsswebanWoaOMMembemony. P4dapnal tempdreryand permanem SrecNp MiTek' Is always required for stabirdy and to paneled Debase with possible peremul intervenor propeM damage. Fcrgeneraguldanaeregardingthe fabdrzgto. domge, deAvery. erection and among oftusses and land systems, see ANSIAM Quality Coerrs, DS849 and SCSI Building component 6904 Parke East BIW. Steady I-hmGddn onsfable gom T.S. Plat indite. 218 N Lee Strad, Sube 314 Alexandria. VA V314. Tampa FL=10 Job' ' rvss russ Type Gty Ply Sparks Re-Roof T18274270 J38271 E01G Hip Girder 7 7 Job Reference (optional) East coast Iwas, Ft. Pierce, FL-34946, 1x4 8,240 a Jul 14 2019 4x8 = NAILED NAILED 4x4 = 4 Inc Thu Oct 309:31:162019 Scale=1:29.3 3-9< 7-0-0g 8-0-0 1143-12 14-11-8 a-sa 1 47 I ten 1 3.vfd I non I 7 I-t Plate Offsets (X,Y) - 14:0.5-4 0.2-01 17:Edoe 0-1-01 LOADING (fast) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.07 10-11 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.11 10.11 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.20 Horz(CT) 0.04 7 Na n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight: 841b FT=0% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 7=1176/0.3-8, 2=1309/0-8-0 Max Horz 2=156(LC 24) Max Uplift 7=349(LC 8), 2=495(LC 8) Max Grav 7=1206(LC 30), 2=1327(LC 29) BRACING- TOPCHORD Structural wood sheathing directly applied or 3-9.4 oc puriins. BOT CHORD Rigid ceiling directly applied orb-4-1 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2220/616, 34=1954/630, 4-5=1738/600, 5-6=1949/632, 6-7=2100/629 BOT CHORD 2-11=483/2024, 10-11=-083/2024, 9.10=415/1771, 8-9�498/1805, 7-8=-498/1805 WEBS 3-10=356/123, 4-10=96/582, 5-9=102/567, 6.9=331/286 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-secend gust) Vasd=124mph; TCDL=9.Opsf, BCDL=6.OpsF h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; ESP C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right "posed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 par bottom chord live load nonconcurr ant with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift atjoint(s) except (B=lb) 7=349,2=495. 8) "NAILED" indicates 3-1Od (0.148"x3") or 3.12d (G.14VN3.26) toe -nails per NDS guldlines. 9) Hanger(s) or other Connection device(s) shall be provided sufficient to support Concentrated load(s) 416111 down and 92 lb up at 7-0-0. and 416 lb doom and 92111 up at 8-34 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 10) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=70, 4-5=70, 5-7=70, 13-16=20 Concentrated Loads (lb) Vert: 4=-141(B) 5=141(5) 10=359(8) 9=359(B) Thomas A Alban] PE Nd.39380 MiTek USA, Inc FL Cart 6604 9904 Parke East Blvd. Tampa FL 33810 Date: October 3,2019 &WARNING- Verify Cosign Oanmerers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-0473 ne. 1OV312016 BEFORE USE. Design valk for use arywsh MTexle cW nectom. Tins design is bases only upon parameters Shown. and is fman bMiNdual Mikan, Component, not a MISS "am.Berme use, Me bustling designer must veiny Me eppkrablifty of design parameters and properly incorporate Ws design Nome owmll builaingdesign. Bracing indicated is to prevent budong amelmdual Mal web anamtluod members only. Addsnnalumporery,no,armanedbroxmg MiTek' Is always retuned for stabiltty and to prewnt Collapse wrh possible personal injury and pmperry Co damage. For general guldanregarding Me fabdcatioR domes.deWery, erection and bracing of busses antl Miss systems, see ANSIRTsf Dually Cdteda, DS"S? ad SCSI Building Component 69041 Parke East Bind. SareylnbrmWon ew0able ham Truss plate lnslsute, 218NLee SIreN. Suke 312. Mexandda, VA 22314. Tampa FL 36610 Job 1 Truss Truss Type Guy Ply Sparks Re42oof T18274211 J38271 E02 Common 1 1 Job Reference (optional) mass beast T.SS. FL France, 1-L-J4V46, 3 ix4 8.240 a Jul 142019 Mrrek Industries,Inc. Thu Oct 3 09:31:18 2019 4x6 = Scale =1:28.8 4 ]d Plate Offsets (X Y) - f4:0,0,0 0-0-121 LOADING (pat) SPACING. 2-" CSI. DEFL. in (IDc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Veit(LL) -0.08 5-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.18 5.12 >986 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.13 Horz(CT) 0.01 4 Na Na BCDL t0A Code FBC2017/TP12014 Matrix -AS Weight: 591to FT=0% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 4=664/0-3-8, 2=822/0-8-0 Max Horz 2=167(LC 7) Max Uplift 4=-176(LC 8), 2=331(LC 8) FORCES. (lb) -Max. CompJMax.Ten.-All forces 250(lb) or less except when shown. TOP CHORD 2-3=-933/264, 3-4=937261 BOTCHORD 2-5=-107/742, 4-5=107/742 WEBS 3-5=0/341 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10: Vuh=160mph (3-second gust) Vasd=124mph; TCDL-9.Opsf; BCDL=6.Opsf; h=17ft; B=4511; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpI=0.18; MWFRS (directional); Cantilever left and fight exposed; end vertical left and right exposed; Lumber DOL-1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100111 uplift atjoinl(s) except W-lb) 4=176, 2=331. 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Alberni PE No.39380 MITak USA, Inc. FL Can 66M 6904 Parke East Blvd. Tampa FL 33610 Data: October 3,2019 ®WARNING -Vedly pesign pvamerns antl READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE MI1.7473 rev. 10103adI5 BEFORE USE. Design valid for use only war MTek®connedors. This design Is based ony upon Wambters shown, and is bran Individual b salnp component, not , � a Wss rystem Mr. ua.. Me buidhg designer must vefiythe eppticei of design promoters and property Nccoorate mis design into me overall buldingdesgn. BmcbglMlcmedlstopmwMbud gMlndMdMWsswOmNa , membemwy. AddNonalberpomryandpeimanentbueng MiTek' baMv regukedfar MebilhyandtopMWMm9apsewebpossiblepe=MlInjury dpmpeMdamage. Fargeneralpwancemgemingthe fabrication,domge,delNery.emdbnmdbrac6gortmssessMbasssystems,see ANaglPlf Duelify Crtteda, MILOS and 8CW Building Component 5904 Parke East SM. oared/nr4nnmlan avalable(mn Tmv Rate lnslaub, 2la NLee sheet, oohs 312 Alaxandda, VA2YJ14. Temps, FL 36610 Jab, I Truss oty Ply Sparks Re-Rca!T18274212 7M=,pT1',Ph6 J38271 E03 8 1 Jab Reference (optional) Eaen.Das I rues, rs. rierce, rt - 3AUe5, 8.240 s Jul 14 2019 MTek Industries, Inc. Thu Oct 3 09:31:19 2019 Page 1 ID:?z7wFBIRoOkgOzDO57FXgRym_Pv-0eXwb73UHXLHgkBic83oiu5rDTFUJ1gkEBz7tyX9t6 -2-01 7-tA 14-0-0 2410 I 7-141 F 61Is 3.4 II 4 1X4 Scale = 1:41.3 LOADING (psf) TCLL 20.0 TCOL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Coda FBC2017/TP12014 CSI. TC 0.80 BC 0.50 WB 0.92 Matrix -AS DEFL. in Vert(LL) 0.06 Vert(CT) -0.12 Hom(CT) 0.02 (loc) lide0 L/d 6-10 >999 240 610 >999 180 5 Na Na PLATES GRIP MT20 2441190 Weight: 76 lb FT=0% LUMBER. BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=774/0-8.0, 5-613/D-3-8 Max Holz 2=512(LC 7) Meet Uplift 2=a01(LC 8), 5=189(LC 5) Max Grav 2=774(LC 1). 5=678(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-874/208, 34=282/151 BOT CHORD 2-6=263/797, 5-6=2631797 WEBS 3-6=0/315, 3.5=840/311 NOTES- 1) Wnd: ASCE 7-10; Vuh=160mph (3-sewnd gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.0psf, h=17ft; 8=45ft; L=241t; eave=41t; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 pat bottom chord live load nonwncurrent 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 rd between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joints) except jt=1b) 2=301, 5=189. 6) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A Wbani PE No.39380 MTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Dale: October 3,2019 ® WARNING -Verity design parameMn and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE MIL7173lira. IG0320f5 BEFORE USE. Design valid for use only with MTekW connectors. This deslgn is based only upon parameters blown, and is for an Individual bull lg component, not a MISS system. Berge use, the balding designer must verify the appecabaay of deign parameters and properly incorporate Nis design Into Me overall bWldhgdevgn. BracngMa atedistopreventbuckingofNdwldualUussweleanmcrclordmembersonly. AM'NonalleWou alMpemianeldb g 1�ek' Mll is always reguired for stability and to prowid coaapse with passible personal lNuryad Property damage. ForgeneralguiidenceregaMMgtha fabrication. Stooge, deivery amounts and binding oftmsses and truss systems, we ANSITTRI Duality Grand,DS"S and BCS1 Building Confessors Serelyfolomredge 6904 Parke East BIM. MediaEbfmm Tmss Plata MSMute,218N.Lea Street,SuMa312,Alexand( .VA22114. TampA FL 36610 Job' a mss Truss Type City Ply Sparks Re -Roof T18274213 J38271 E04 Monopitch 6 7 Job Reference o tionai East Coast Tmss, Ft. Pierce, FL-34946. 1x4 8,240 s Jul 142019 MiTek Industries. Inc. Thu Oct 3 09.31:21 2019 axis II 11-1-111-6 5-0-0 43 -e-0 284)-0 11A-0. I 2-0-0 14-0-0 = 14 Scale =1:Ass Plate Offsets (X Y)- 12:0.1-12 Edge1 (3:0.6-12 0-1-5) (4:0-3-0 Edge) LOADING (Pat) SPACING- 2-D-0 CSI. DEFL. in (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.87 Vert(LL) 0.39 3-11 >426 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.59 311 >280 180 BOLL co ' Rep Stress Ina YES WE 0.85 Horz(CT) 0.31 7 n/a n/a BCDL 10.0 Code FBC2017/-rP12014 Matrix -AS Weight: 81 lb FT=0% LUMBER - TOP CHORD 2x4 SP 270OF 2.2E'Except' 4-6: 2x4 SP No.2 BOTCHORD 2x4 SP No.2'Except' 3-9: 2x4 SP 270OF 2.2E WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=778/0-8-0, 7=614/0-3-8 Max Ho¢ 2=512(LC 7) Max Uplift 2=298(LC 8). 7=189(LC 5) Max Grew 2=778(LC 1), 7=678(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 3-16=727/48, 3-5=974/237, 7-9=653/200 BOTCHORD 3-11=336/981, 10-11=336/983, 9-10=336/983 WEBS 3-13=217/705,5-11=0/371,3-12=294/105,5-9=1046/353 BRACING - TOP CHORD Stmctural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.0psf; BCDL=6.Opsf, h=17ft; B=45ft; L=2411; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about Its center. 3) This truss has been designed for a 10.0 ps1 bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-D-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt-M) 2=298,7=189. 6) This truss design requires that a minimum of 7/16" structure[ wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Thomas A Albani PE No.39380 MITek USA, Inc. FL Cart 6034 6904 Padre East Blvd. Tampa FL 33610 Date: October 3,2019 AWARNING -Verify design Parameters and READ NOTES ON THIS ANDINCLUDED MITEK REFERENCEPAGE MU-7473m, 1Wxa015 BEFORE USE. Design valid for use onywM awreh®cannectors. This design Is based ony uponparsmders Mown, and is (man indwiduai budding component not a truss system. Serve use, the building dedgner must verify Me Vp1xt:iNy of dedgn parameters and properly 0corporeta Mis design bdothe ownill � buildingdezign. Bmamg[WimtedlstopmwntbualingdhdMdual WsswebaWorchoNmembemony. Additional temporary and permanent bracing MiTeW is always requ'ved for stabifty and to prevent collapse wM poeaiile penmul lnjuryand Property damage. FcrgmemiguidanceregarUing Me fabdwton,domge.delivery,emdionmdbmdngd Wssesand Wsssystems.see ANSVIPN Duality Grove, 0.5E-99and BGsrBuilding Component 690l Parke East Bad. Salerylnrdrmatron available r Truss Plate InatkNe, 218 N. Lee aired, Suite 312, M..x dda, VAM14. Tampa, FL Sears Job, r cuss Truss Type Qry Ply Sparks Re -Root T1827427d J38271 FOtG Hip Girder 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL - 34945. 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oot 3 09:31:22 2019 Page 1 ID:7z7wFBlRoOkgOZDO57FXgRym_PvEDD2DkAxnCw8lTlNkhmQKYY3RVNhsU6RCMdkCyX9t3 -2:-0 S00 8.4.0 13-0-0 15L0 1 2-0-0 5" 1 M i Sao 1 M 1X4 4X8 = special NAILED NAILED 44 = 3 17 4 5-0-0 1 84-0 1 13.4.0 5-0-0 3dD 5.0-0 IX4 Scale =1:31.4 Ib d Plate Offsets (X Y)- (3:0-5.4 0-2-01 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdeft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.03 7-8 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.06 8-13 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0�11 Ho ns(CT) 0.02 5 Na n/a BCDL 10.0 Code FBC201TTPI2014 Matrix -MS Weight: 66 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=95310-8-0, 5=972/0-8-0 Max Horz 2=129(LC 24) Max Uplift 2=361(LC 8), 5=379(LC 8) Max Gran, 2=987(LC 29), 5-1000(LC 30) FORCES. (Ib)-Mu. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 2-3=1416/332, 3-4=1259/361, 4-5=1456/368 BOT CHORD 2-8=166/1283, 7-8=-162/1296, 5-7=1991'1289 WEBS 3-8=0/283, 4-7=0/268 BRACING- TOPCHORD Structural wood sheathing directly applied or 4.7-0 ac purling. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES. 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=t7tt; B=4511; L=2411; eave=4ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 10016 uplift atjoint(s) except (jt=lb) 2=361, 5=379. 8) "NAILED" indicates 3-1Od (0.148"x3'1 or 3-12d (0.148"x3.25") toe -nails per NOS guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 330 lb down and 298 Its up at 8-4-0 on top chord, and 135 Ib down at 5-0-0, and 135 Ib down at 8-34 on bottom chord. The design/selection of such Connection devices) 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). LOADCASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-3=70, 3-4=70, 4-6=70, 11-14=-20 Concentrated Loads (Ib) Vert: 3=69(B) 4=-146(B) 8=63(B) 7-63(B) 17=-69(B) 18=-34(B) Thomas A III PE No.39380 MiTek USA, Inc. FL Cer1609 6904 Padre East Blvd, Tampa FL 33610 Data: October 3,2019 ®WARNING -Venfy design parameters and READ NOTES ON rM5 AND INCLUDED NITEK REFERENCE PAGE MIP7472. IOM"015 BEFORE USE, 0e31gn valid for use only wM MTek® connectors. This design Is based only upon parameters shown, and Is fin an IndMdual buldtg component not a Muse "am. Berces use, the building designer must verify the ri,ocabgay of deep parameters and property Ncorpimsm this design into Me overeff buildingdWign. Sm gindiWedistoprersMbucMugoflndMdualWsswebaft ro OOMMOm enmy. AddnonallemporaryandpermaneTdlaming MiTek' Is always ra4uimd for stabiiky and to moving mlapse with possible personal in)rayand property damage. Fargwins uidimeeregeriingthe I Mbdwdon.storage. delivery, vision and bwag ofbussw and Was systems, we ANSUTPII dueOy Cr/rada,DS"9and BCWBuildMg Dompanml 6904 Palle East Blvd. SeleylaragenNon a "ble Nora Tmssplate Instbute,210N.Lea Sired,Sube312,Alexandra.VA22314. Tanya. FL a6l Job, • Tnsss Truss Type Qty Ply Sparks Re -Roof T18274215 J38271 F02 Common 3 1 Job Reference (optional) east toast Iwas, rt. Pierce, FL-34946, 8.240 s Jul 142019 MITek Industries, Inc. Thu Od 3 09:31:24 2019 Pagel ID:?z7wFBIRoOkgOzD05?FXgRym_P.bLpeQBBJp9 ObaU9kEVIc23EAx9msPuNhko4yX9t1 -2-0-0 6A-0 13-4-0 15-0-0 24}0 6-B-o 6.8-0 2-o-D 44 = Scale=130.8 x4 Ig 68-0 68 LOADING (pst) SPACING- 2-0-0 CSL DEFL. in floc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Ven(LL) 0.05 6-11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.10 6-11 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(CT) 0.01 4 n/a n1a BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Weight: 59111 FT=0 LUMBER- BRACING - TOP CHORD 2x4 SIG No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SIG No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 OTHERS 2x4 SIG No.3 REACTIONS. (lb/size) 2=74010-8-0, 4=740/D-e-O Max Horz 2=159(LC 7) Max Uplift 2=-299(LC 8), 4=299(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-814/195, 3-4=8141195 BOTCHORD 2-6=0/654, 4-6=0/654 WEBS 3-6=0/304 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL-J.Opsf, BCDL=6.Opsf; h=17ft; B=4511; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconwment with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3-6-0tall by 2-0-0 wide will rn between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ut--lb) 2=299,4=299. 7) This truss design requires that a minimum of 7116" structure wood sheathing be applied directly to the lop chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE Nd.39380 MiTek USA, Ina FL Celt 6034 6904 Pans East Blvd. Tampa FL 33810 Date: October 3,2019 ®WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE 11111-7473rev. 10M312015 BEFORE USE. Design valid W use ontywab Mier connectors. Thu dedgn Is based only upon parameters shown, and is Wan Individual bUndilg component, Ind a miss system. Berme use, the building designer mud verily Me applicability of deign pmameters and pmpedy Nociporee Nis design Into Me 0mrell buildingdesign. BmWgiMicatedistopmwMWu gOhdMdualnsswebandbrchoNmembMr Ty. Mildlonaltempomryandpennanedbmcing MiTek' is aloe ranx,madfor stability and to premix exapee wbh possible persmul injwy=it property damage. Forgerivelguidalrc»regardilgthe fabrication. storage. delivery, erec00n and bredng ofwsses and was Systems, see ANSNTPB Duality Cdfada, DSM9 and BCSI Building Component 6904 Parke East Blvd. Saferylnrwmallon amifablefrmn Tmss PlatelnatkNe,218N.LeeS M.Suile312.Alexandda,VA22314. Tampa, FL Seen Truss Truss Type pry Ply Sparks Re-Roof1 Fob T18274216 F03 Common 4 .Inh Reference (optional) cuss, n. name, rL-a4B4ti, 8.240 s Jul 142019 MlTek Industries, Inc. Thu Oct 3 09.31:25 2019 Pagel ID:?z7wFBIRoOkgOzD05?FXgRym_Pv-2ouBsmCp37HU?IBK2tFT1z8CneWquD3WAbHLXyX9t0 -2-0-0 6A-0 134-0 2-0-0 I 843-0 I 68-0 4x6 = 1x4 17 Bb 6A-0 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Vdeg Lid PLATES GRIP TCLL MO Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.08 5-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.13 5.9 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.12 Horz(CT) 0.01 4 n/a Na BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Weight: 53 to FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 4=590/11ifechanical, 2=751/0-8-0 Max Horz 2=152(LC 7) Max Uplift 4=-154(LC B), 2=312(LC 8) FORCES. (ID) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=846/234, 3-4=822/228 BOTCHORD 2-5=86/678,4-5=86/678 WEBS 3-5=0/311 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCD1L=6.0psf; h=17ft; B=45ft; L=24ft; eave=oft; Cat. I; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed,; end Vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This Was has been designed for a 10.0 psf bottom chord live load nonconwoent 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 a 6-0 tall by 240-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to Was connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except at=lb) 4=154,2=312. 8) This buss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A Aibani PE No.39380 MiTek USA, Ina FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 3,2019 ®WARNING -Verily design paamelere and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI47473 rev. 10/011015 BEFORE USE. Design valid fR use onywith Weklaconnetlom. This desga is based ony upon parameters shown, antl is roran Individual building eomponem, not abuse system extra me, me a aiding de9gnermustvedryme appgoabilityof design paameters and propeM Naryorato Nb design irrtothe monall t Wang design. Bating hiliwted istopieventburMmg ofindiNdualbussemb andaNON imaganany. Additional tempmeryandpermanent bracing MiTek' is alem a requtred W stabuty and to prevent Collapse vom possible personal injury and property damage. For general guNance agagm, vie fabrication, Storage. dewery. nedimn and bmdng 0 manes and truss systems, see ANSVrPD Daafity criteria, DSB 9 and BCS1 Bulldfng Component 6904 Parke East BhxL Sagirlatprmagpn mmiable hom Truss Plate Institute, 218 N. Lee Sbeet, suite 312. Alexandria, VA22314. Tampa, FL MOO Job, I nlss Truss Type Oty Ply Sparks Re -Roof T18274217 J38271 MV2 Valley 3 1 Job Reference (optional) can, s,oas, t ruea, r,. rICme, rL-a S4e, 5.240 a Jul 14 ZU19 MITBK lnduSMeS, Inc. Thu Oct 3 09:31:30 2019 Page 1 ID:yz7wFBIRoOkgOz0054FXgRym Pv-0114vTGyufwn6W4lrggekOs9efKBZV81GSJ27kyX9sx 2 3 Scale =1:7B LOADING (Pat) SPACING. 2-0-0 CSI. DEFL. in floc) Vde0 lad PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n1a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(CT) Na - Na 999 BCLL 0.0 Rep Stress Ina YES We 0.00 HOIz(CT) -0.00 2 n/a nfa BCDL 10.0 Code FBC20177TPI2014 Matrix-P Weight: 5lb FT=0 LUMBER. BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purling. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or lGa" Do bracing. REACTIONS. (Ib/Size) 1=62/2-0-0, 2=48/2-0-0, 3=14/2-0-0 Max Hoe 1=38(LC e) Max Uplift 1=8(LC 8), 2-35(LC 8) Max Gmv l=62(LC 1), 2=53(LC 13), 3=28(LC 3) FORCES. (Ib) - Max. ComplMax. Ten. -All forces 250 (Ib) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsh BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires Continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at jolnt(s) 2 Considers parallel to grain value using ANSUTPI I angle to grain formula. Building designer should verify Capacity of bearing surface. 8) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100111 uplift at joint(s) 1, 2. Thorns A Albani PE No.39380 MiTek USA, Ina FL Cart 6634 6904 Parka East Blvd. Tampa FL 33010 Date: October 3,2019 ®WARNING -Verity GeJgnpalanrer. and READ NOTES ON THIS AND INCLUDED ANTEN REFERENCE PAGE Mtr7473 rev. 10N3201S BEFORE USE. Design vale brass onlyweh MTeMo mmedon. na design is based any upon parameters snawn, and Is feran IndiNdual buadug curnswar r2 nth ��®® a Mass system. Befae use, the building designer must wady the apprieabitay of design parameters and properly Ircowrate Nls design into me overall �fY�• ' bulldingdesign. BrecmgkWicated isto pleveN buckgng of Nd'Mdualtmssweb anNncnain members ony. AMHOmltempemryatldpetmmnetimedng MiTek' Is always requited for stability andto proved callapse wan possible personal iriuryand property damage. Forgenemiguldamorregadingthe fabrication, Storage, delivery, erection and Mixing d Masses and Wss systems,see ANSVR,If Quality Crdedd, DSB49 and SCSI Building Component 69e4 Parke East Ind. Sefetylafmmarron avalabbfrom Tmss PiMalnMItl a,219N.Lee DmO.auba3lZMMandda.VA22314. Tampa, FL Seal Job • Truss Tess Type ply Ply Sparks ReRaot T18274218 J38271 give Valley 3 1 Job Reference (optional) ..„ •,_, ,re -...moo, o.zRu s am a4 zuia mu ex mausmes, roc. inu vm s u9:al:az zoo a"age i ID:?z7wFBIRoOkgDzDO5?FXgRym Pv1BggK9HCOHAVLqEgyrt6qRxOXTzvl Peaklo94dyX9sv 4-0 4-0-0 2 3 FIM Scale =1:12a LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (lac) Vdeft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) We - Wa 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.21 Vert(CT) Wa - Wa 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 3 Wa Na BCDL 10.0 Code FBC2017rrP12014 Matrix-P Weight: 14 lb FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 1=146/4-M.3=146/4D-0 Max Hom 1=112(LC7) Max Uplift 1=-37(LC 8), 3=45(LC 8) Max Grav 1=146(LC 1).3=160(LC 13) FORCES. (Ib) - Max. ComplMax. Ten. -All forces 250 (Ib) or less except when shown Structural wood sheathing directly applied or 4-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuk=160mph (3-second gust) Vasd=124mph; TCDL=9.0psf, BCDL=6.Opsf, h=17ft; B=45ft; L=241t; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handlingand erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10A par bottom chord live load nonconcument with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-G-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. Thomas, A. Aloani PE No.39380 MITek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33910 Date: October 3,2019 ®WARNING - Verify design paamerers antl READ NOTES ON THIS AND INCLUDED MREK REFERENCEPAGE 01-7M rev. 10IM015 BEFORE USE ' Desgn valid brow onywM f.LTek®connedam. This design is based only uponpuameters shown, and Islor an indiviEual butding component, net - ewu system Before use, the building deslgnermust verify Ne applicabililyof design parameters and properly, incorporate this design interne owmll buildingdesign. Brecing indicated is to prevent budding abisexual imss web driver el members only. AddabnaltempormyaMpmmmembrarmg MiTek' is always requbed for stability and to prevent collapse with possible personal INuryand property damage. For general guidame regarding the fabriraoon,storage. derrvery, ereetion and hoeing of tosses and truss System, me ANSUTPIf quarify Ceftech, DSad9 and BCSl Bdildfng Component 6904 Padre Fast Blvd. Sa/efyfnleirmiron availablefrom TrussHateInMt e,218N.Lee Btreet,6uae312.Aleu dda,VA22d14. Tampa,R sell Job t Truss Truss Type Re-Roof Cry PlyTJSb T18274219 J38271 MV6 Vatley 3 lerence (optional) Zee, w=m „u . n. riad ,,-.., 5.240 s Jul 142019 MITek Industries. Inc. Thu Oct 309:31:332019 Page ID:9z7wFBIRo kgOzDO57FXgRym_Pv-pKNCXVIrBalMz otWYOLMfTVYsF msuk PXlc3yX9su N 3 rand % zrJ II LOADING (psi) SPACING- 2-0-0 CSi. DEFL. in (hoc) tdell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) n/a - Na 999 TCDL 15.0 Lumber DOL 1.25 BC OA7 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES We 0.00 Hoa(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOTCHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=236/6-0-0,3=23616-0-0 Max Hoe 1=182(LC 5) Max Uplift 1=-59(LC 8), 3=72(LC 8) Max Grew 1=236(LC 1), 3=260(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown Scale =1:17.8 PLATES GRIP MT20 2441190 Weight: 21 lb FT=0 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=g.Opsf; BCDL=6.Opsf; h=17ft; B=15ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load noncencerrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rd between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) 1, 3. Thomas A. Aliment FE NoA9380 MiTek USA, Inc. FL Cart 0034 g906 Parke East Blvd. Tampa FL 33610 Date: October 3,2019 ®WARNING- Verily design parameters and READ NOTES ON TMS AND INCLUDED M?EK REFERENCE PAGE Ml1-0473rev. 10/03/2015 BEFORE USE. Design valid focus' anTyenM MTeinessi neclar5. TNs design Is based city upon parameters shown, and i5 for an Individual taidbg component. net ��eeCC a UMS SWOM Belare Me. the building designer mug wdyfM applicability of deep parameters and pmpet incorporate this design add the aveta0 _'Y�• bltldirgdesign. Bracing indicated is to prevent buckling of marginal Vass web ante chord members ons. Mohamed temporary and permanent gnaitm MiTek- is always required for Stability and to prevent co collapse with possible pernal injury and property damage. Far general guidaree reganfi g the fabdcaaon, Borraaggerry .deery, creation and bidding oftnsses and truss Systems, see ANSUFP1l QualityCdfada, DS849 Bait 8=1 Building Comperedrk Sdanyhelorid, Bog. mom Truss Plate Muddle,218 N. Lea Wee. Suite 312 Alexandda, VA 22314, 6904 Penn, East BM. Tampa,R Seat Jab. cuss Truss Type Oty Ply Sparks Re Roof T78274220 J39271 MVB Valley 1 1 Job Reference (optional) cea. r.onw ,ru .. rl. rie¢e, rL-:waRo, d.z4usduig4zulumiienmausmes, Inc, inuum sua:4s:aa zum rager ID:7z7wFBIRoOkgOzDO57FXgRym Pv-IjVzyAK5jCY3CIyFezOpR42xbg_VEmP1010pgyyX9ss Scale = 1:Me 5 4 2x4 ix4 II 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) gde8 L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) n1a - rda 999 TCDL 15.0 Lumber DOL 1.25 BC 0.21 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.06 Hom(CT) -0.00 4 nda Na BCDL 10.0 Code FBC2017ITP12014 Matnx-S LUMBER. BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD BOTCHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOTCHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=116/8-0-0,4=141/8-0-0,5=394/8-0-0 Max Harz 1=251(LC 7) Max Uplift 4=59(1_C 5).5=170(LC 6) Max Grav 1=139(LC 14), 4-161(LC 13), 5=422(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. -AU forces 250 (Ib) or less except when shown. WEBS 2-5=332/210 PLATES GRIP MT20 244/190 Weight: 31111 FT=0% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 1G-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.0ps1%, h=17ft; B=45ft; L=2411; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and fight exposed; end vertical left and Tight exposed; Lumber DOL-1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about Us center. 3) Gable requires continuous bottom chard bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0wide 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 to uplift at joint(s) 4 except at -lb) 5=170. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd, Tempe FL 33610 Date: October 3,2019 ®WARNING-Venry dazign Panmelni antl READ NOTES ON THIS AND INCLUDED ArITEN REFERENCE PAGE MU-7173 mv. I WOMOIS BEFORE USE. DesignvalidforusemUywMNLTek®.a on.TbladaVgn IsbasalartyuponpaamMen Mown,and Is MranMMdu4Wug ngmapsnent,nd a Was systeM.Bef=UW,mebWldingd&signerMUStvedfyteappUmhkyotde6gnpanmetmmdpmpedyinmTomeMbdewpmte0ema hulWing tlasign. BUChg irdimled is to prevent burkksg NMdMWal truss web sofa Mold member on AddblpnM lemporvyao permMerd bracing MiTek' balways required for stability and to prevent Collapse with possible personal inry juand property damage. Forgeneralpidancereganilglha fabrication, Morals, delivery. erection and bradrg Mbusses and Uma swears. we ANSfy 100agy Cdnda,DSBdeand BCSIBugding Component 6904 Parke East Btvd. SaRyfeanderion a Mblet Truss PI49inMOe.218N.LeeS C,Suite312,Alexandda,VAM14. Tamp; FL 36610 Job, . Tmss Truss Type City Ply Sparks Re -Roof T78274227 J38271 MV10 Valley 1 1 Job Reference (optional) u.z4u s am 14 zuly MI I ex industries, Inc. I nu Ua a u8:312b 201a rage 1 ID:?z7wFBIRoOkgOzD05?FXgRym Pv-W SZ35DSgRPLd=XcamiaAhL02uKdgwiLgLgUyX9t? Scale=128.6 3 2x4 i 5 4 1.4 11 2x4 11 LOADING (psry SPACING. 2-0-0 CSI. DEFL. in (loc) III Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) Na - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.34 Vert(CT) Na - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Hom(CT) -0.00 4 Was n/a BCDL 10.0 Code FBC20177TPI2014 Matrix-S Weight: 40 to FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (RUSIze) 1=151/10-0-0, 4=177/10-0-0, 5=5D3/10.0-0 Max Horz 1=320(LC 5) Max Uplift 4=74(LC 5), 5=-217(LC 8) Max Grad 1=180(LC 14), 4=202(LC 13), 5=539(LC 13) FORCES. (Ib) - Max.. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-255/141 WEBS 25=-424/267 Structural wood sheathing directly applied or 6-0-0 cc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; VuK=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=17ft; 3=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about 8s center. 3) Gable requires Continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Mde will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except at —lb) 5=217. Thomas A Albani PE No.39330 MiTek USA, Ina FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: October 3,2019 ®WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIL7473 rev. lolclaDIS BEFORE USE. Design valid Sir use only wish MiTek® Connectors. Tnis design is based only upon parameters shown, and is for an individual building component, not a miss system. Befea use, Ore building designer must vniy the applicability 0 design Fammaters and properly homages Vile design Into me oserzll buildingdesign. Bracing indicated is to prevent buckling of indmduel miss web Braga Mood members only. MdhbnaltempomryaWpnmenlbmrg MiTek' ISstaxia Declared for Stability and to prevent cables wishpossible personal injury and anxiety damage. For general guidance regarding she fabrication. Manage. delivery, erection and bating d trusses and buss systems. see ANSVIPH Quaafy Cfitl DSB49 and BCSI Bdikng Component 6904 Parke East Bled. SaMylMxrmaflxn avalable hom Tmss Plate Intl e, 21a N. txe 6 met.6 fte 312, Alexandria, VA22314. Tampa, R 36610 d 4x4 = 3x4 = 10 9 B 3x4 = 1x4 It 1x4 II 1x4 II SCale: 31a'=1' team LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.00 7 nfr 90 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC OA4 Vert(CT) 0.01 7 n/r 120 BCLL 0.0 ' Rep Stress Ina YES NB 0.07 Hom(CT) 0.00 6 DIG n/a BCDL 10.0 Code FBC2017rTP12014 Matrix-S WrAILL) 0.00 6 TIT 120 Weight: 65 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or S-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.3 REACTIONS. All bearings 16-1-6. (Ib) - Max Horz 2=158(LC 6) Max Uplift All uplift 1001b or less atjoint(s) 2.6 except 10=185(1_C 8), 8=-185(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 2,6 except 9=285(LC 1). 10=461(LC 13), 8=460(LC 14) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Its) or less except when shown. WEBS 3-10=358/229, 5.8=358/229 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu8=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 pal 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 at joint(s) 2, 6 except (it -lb) 10=185,8-185. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consuft qualified building designer. Thomas A. Albani PE No.39300 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Data: October 3,2019 ®WARNING -Venly design paramelers antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-0473-10103,2015 BEFORE USE. Design Wiia foruse only wax MITekW connectors. This design is based ony Won parameters shorn, and is for an individual W6Qng component nth Mal' a buss system. Before use. me building designer must verify me appleenirhy of deep paramelers and properly incorponde Nis design Wo me overall buildingdesign. BmCmgiMicatedistopmwm WrkangMmdMEualtmssweb=WWMONmembeMMly. Addigo altemporeryendpermrad anentbng MiTek' Is always requaed her stability and to prevent colapsa with possible personal injury and propedy damage. Forgenerdlgoldaneeregardingme recreation. Storage. delivery, emdlon and bradmig ofbusses and Vuss systems,see ANSITIPli Dualfty Comda, USB49 and Best Building Component 6904 Perko East BNd. Sahtylnfarma0an avairablefrom Tmsa Plate lnstaNa. 218 N. Lee SlreN, suds 312 Alexandra, VA 22314. Tampa, FL 36610 a . a Truss Truss Type Oty Ply Sparks Re -Roof rJ3a27I T78274223 PB2 Pi99Yback 1 1 Job Reference (optional) bastwasr Vusa, rL rteme, rL-349Ab, 0.24USJU1142U19MIleKlnausmes,InF Inu UM 3Ua31:392U19 Pagel ID.?z7wFBIRoOkgOzDO5?FXgRym PvAU1UoYNbm02VhvGltpVlcwjfCHNIAZRcLL OpjyX9so Scale = 130.5 4x4 = 4x4 4 13 5 R d 3x4 = 12 11 10 9 3x4 1 x4 11 1 x4 11 1 x4 11 1.4 11 16-0 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.00 8 n/r 90 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(CT) 0.01 8 nir 120 BCLL 0.0 Rep Stress Ina YES INS 0.06 Horz(CT) 0.00 7 me me BCDL 10.0 Code FBC2017FFP12014 Matrix-S Wmd(LL) 0.00 7 Nr 120 Weight: 68 lb FT=O% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-041 oo purins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 Be bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-1-6. (Ib) - Max Horn 2=-139(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 2, 7, 11 except 12=-165(LC 8), 9=165(LC 8) Max Gmv All reactions 250 lb or less at jaint(s) 2, 7, 11, 10 except 12=417(LC 13), 9=417(LC 14) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-12=317/204, 6-9=-317/204 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL=6.0psf; h=17ft; 8=45ft; L=24ft; eave=oft; Can. 11; Fxp C; Encl., GCpF0.18; MWFRS (directional); cantilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 pelf bottom chord live load noncencurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 2, 7, 11 except (jt=1b) 12=165, 9=165. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Thomas A. Albani PE N09380 MiTek USA, Inc. FL Cart6634 G904 Parke East Blvd. Tampa FL 33610 Data: J October 3,2019 ®WARNING- I/wOl desi9^ parameters and READ NOTES ON TMS AND INCLUDED MREK REFERENCE PAGE Mll-0OLev. 10/D]R%S BEFORE USE. Design vaid served onywith MdeMoonneclors. This design is beset ony upon parameters shown, and is far an IMIINdual Wndilg companeM, net ��• a muss system.Befew use. the building designer must vary the applirabgity of design parameters and properly dwlporate this desgn Into the overell ��-��•YYY buiNmgdesgn. Bracing indicated is to pmwM leading of indMdualbuss web andror Nord members only. AdddonaltempereryaMpelmaneMbrecing MiTek' %okays required for stability and to prevent collapse with possiNe personal ujuy and progeny damage. ForgenemlguidanceregaMbgihe fabtragon, storege, deliveryry erection and brectlg d fusses and buss systems, See ANSUIPI1 Quality Ended,DSB49 and BCSf Building Compooenf Sarefylmommulton 6904NS PAEast SM. awls lehall Tmss Plate Institute,218N.Lee Sb e,Suxe312AlexandM,VA22314. Tampa. FL 36610 IOM x Truss Truss Type Qty Ply Sparks Re-RoofT18274224 138271 PB3 Piggyback 1 1 Job Reference Industrie East Coast Truss, Ft. Pierce, FL-34946, 6.240 s Ju1142019 MiTek Intlustnes. Ina. Thu OIX 30431:41 2019 Peae 1 ID:?z7wFBIRoOkgOzDO5?FXgRymPvatsEDEOsl2IDwDQP_EXDhLp?j52DeTwvofr7ubyX9sm Scale = 1:30.5 4x4 4x4 = 4 13 5 3x4 = 12 11 10 9 3x4 = 1 x4 11 1.4 11 1 x4 It 1 x4 I 1&0-0 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.00 8 nir 90 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(CT) 0.01 8 rdr 120 BCLL 0.0 ' Rep Stress Ina YES WE 0.06 HOR(CT) 0.00 7 n/a We BCDL 10.0 Code FBC2017lrP12014 Matrix-S Wnd(LL) 0.00 7 n/r 120 Weight: 68111 FT=O% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 0o puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-1-6. (lb)- Max Hore 2=138(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 2, 7, 11, 10 except 12=164(LC 8), 9=164(LC 8) Max Grav All reactions 250 lb or less at joints) 2, 7, 11, 10 except 12=416(LC 13), 9=415(LC 14) FORCES. (Ib) - Max. CompdMax. Ten. -All farces 250 (Ib) or less except when shown. WEBS 3-12=315/203, 6.9=315/203 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; hot7ft; B=45ft; L=2411; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chard bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcufrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 7, 11, 10 except Ut=lb) 12=164, 9=164. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or cansult qualified building designer. Thomas A. Albani PE No.39330 MiTek USA, Inc. FL Cart 6634 9904 Parke East Stvd. Tempe FL 33610 Date: October 3,2019 ®WARNING. Venly deaign pamenters and READ NOTES ON THIS AND INCLUDED 411TEK REFERENCE PAGE MU-7473 rev. 10/O3R015 BEFORE USE. • Design valid Mr use onlywM MTek® Connectors. This design is Eased only upon perimeters sM1own, end Is for an individual Wading component, net a Miss system.Banned.e, Me build, designer ohaivsvytne appgrsbitily olde9gn parameters and properly Mcorpomte MIS design into the ordeal buildingdevgn. BmdgiN4 edlstopmvMWringol MdiNdal Wssweba Wd aordmernbemmo,. AddeionaatempoeryaMpemmnembradng MiTek' is always required for stablity and to prevent C llapse weh possible personal kguryand property damage. Far general guidance regarding Me Iabdmtion, staege,defvery. Aeneas End among of Weees and "as hymeres, seeANSITIP11 qualify Cdfeds, DSB49 MUIBCSI Buading Cogsaneaf 6904 Parke East BIM. Saferylabrmagon avagable Eom Truss Plate InslilNe, 21a N. Lee Slreel, Sure 312, Nexandru, VA2Ya14. Tampa, FL 36610 rasaOy Ply Sparks Re-Roo(T18274225 �J38`271 P64 piggyback 1 1 .Inh Reference (optional) tact cantina , r,. rt 54546, e.29U sits i4zuiu M,lek industries, mc. Intl VM JUe:J1:4J2U1e FOgeI ID:4z7wFBIRoOkgOzDO57FXgRym Pv.WF_W06g2xAWLo6fZhmmuG_uju6M3CGzyEyUyX9sk 18" , 18-0-0 I Scale =1:W.5 4x6 = 44 3 9 4 as 13 d 3x4 = 8 7 3x4 = 1x4 II 1.4 II 18-0-0 LOADING (par) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.01 6 n/r 90 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.24 Vert(CT) 0.02 6 n/r 120 BCLL 0.0 Rep Stress Incr YES We 0.08 Hoa(CT) 0.00 5 Na n/a BCDL 10.0 Code FBC2017tTP12014 Matrix-S WMc1(LL) 0.00 5 n/r 120 Weight: 59 lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing. WEBS 20 SP No.3 REACTIONS. All bearings 16-1-6. (lb)- Max Horz 2=102(LC(l) Max Uplift All uplift 100 Its or less at jolnt(s) except 2=114(LC 8). 5=114(LC 8), 8=124(LC 8), 7=124(LC 8) Max Grav All reactions 250 Ib or less at jolnt(s) 2, 5 except 8=526(LC 17), 7=526(LC 18) FORCES. (M)-Max. CompJMax.Ten.-Allforces 250(Ib) or less except when shown. WEBS 3-8=393/186,4.7=393/186 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.OpsY h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Fxp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL-1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent Water ponding. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) Gable requires continuous bottom chord bearing. 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 114 Ib uplift at joint 2, 114 Its uplift at joint 5, 124 Ib uplift at joint 8 and 124 Its uplift at joint 7. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Thomas A Albani PE NG39360 MiTek USA; Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Data: October3,2019 ®WARNING -Venry design parameters and READ NOTES ON TWS AND INCLUDED MITER REFERENCE PAGE 1111IJ473 re. 10A)WO15BEFOREUSE. Designv Mfaruseonywlh MTek®canne m.Thisdeelgn Isbashanyuponparametersshown,endhloran IMiv ual Wadbgamp mMnot a truss system. Berate use, the brdidmg designer must vedy the applJabilily of seven parameters and property Neoryorste Shia design We Me ovema buiidbg design. Monsng indicated is to prevent coastal of lnd'Maval trusswas andlor Mass members only. Addilbnal temporary and permanent bracing MiTek' is always required for stabiaty and to prevent collapse who passible personal inlury and pmpedy denude. For general guidance retuning the threaten, abmge,MANer,, eredbn and bracing of trustee and Wsa"ems. sot ANSETRf Duallfy Woods, DSBF9 end SCSI Building Component 6904 Parke East Ova. Salafylnformeflose avallabb WmTruss Rate Inri9Ne,218NLeaS KSude312NaxandM,VA3TJ14. Tampa, FL Seat Scale=1:30.5 4x4 = 3 1.4 II 4x4 = 4 5 3x4 = 10 9 8 3x4 = 1x4 II tx4 II 1x4 II 18-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.01 - 7 nlr 90 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.21 Vert(CT) 0.02 7 Nr 120 BCLL 0.0 a Rep Stress Incr YES WB 0.06 Hom(CT) 0.00 6 file nda BCDL 10.0 Code FBC2017/TPI2014 MatrixS Wnd(LL) 0.00 6 Nr 120 Weight: 62111 FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural woad sheathing directly applied or 6-O-0 oc putting. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-i-6. (lb)- Max Ham 2=-101(LC 6) Max Uplift All uplift 1001b or less al joinl(s) 10, 8 except 2=-112(LC 8), 6=-112(LC 8), 9=-101(LC 5) Max Gmv All reactions 250 Ill or less al jolnt(s) 2, 9 except 6=252(LC 14), 10=429(LC 13), 8=412(LC 14) FORCES. (Ib) -Max. CompJMax. Ten. -All farces 250 (lb) or less except when shown. WEBS 3-10=2971136,5-8=2827136 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vufl=160mph (3-sewnd gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11: Exp C; Encl., GCpi=0.18: MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires Continuous bottom chard bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7) a This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001h uplift at joint(s) 10. 8 except (jt=lb) 2=112, 6=112, 9=101. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Thomas A.Albani PE No.39380 MiTek USA, Inc. FL Celt 6634 6904 Padre East Blvd. Tampa FL 33610 Dale: October 3,2019 ®WARNING- Verde design parameters 3rdREAD NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MR7473 w IM31015 BEFORE USE. Designvalld lot use anywab MITek®c4miMore. Tble design Is based only upon parameters sludge. and Is for an Individual buamlq exerNi enL net ��®® a Was system. Belpre are, are building designer must vedy t, appfleNy ddesign parameters and property sexperate Nis design he Me overm �1Y� bulNing design. Bracing indicated is to prevent buckling of Individual buss web ended NON members only. Material temporary am permanent bracing MiTek' Is always required (or etabildy and to pr vent collapse will passable personal injury and property damage. For general guidance rega sing me starlcatlan, damage. usage, muctiien and Mixing ofbusses and buss systems, see ANSM11 Gangly CdNda, OS0A9 and BCS1 Building Compononl 6904 Parke East Blvd. Salerylnlarmarien avaaable truth Truss Plate Insgtuto, 2la N. Lea sbem, Suite 312. Alexandria, VA22314. Tampa, R 36610 Job r Truss Truss Type Cry Ply Sparks Re -Roof T78274227 1311271 PB6 Piggyback 1 1 Job Reference (optional) e.24U S Jul 14 Zulu MI IeK maustnes, Inc InUUM 309:31:472019 Pagel ID:7z7wFBIRoOkgOZD057FXgRym_Pv-01 EVrHTduu3Me8tZLUedw IW5s2A9oBbwRSFyXgsg scale-1:30.5 4x4 = am 1115 4x4 = 3x4 = 10 9 8 3x4 = tx4 11 1.4 II 1x4 II l"40 LOADING (pso SPACING. 2-0-0 CSI. DEFL. in floc) Udell Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.00 7 Nr 90 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.18 Ven(CT) 0.00 7 rdr 120 BCLL 0.0 Rep Stress Ina YES WB 0.08 Horz CT) 0.00 6 n!a n/a BCDL 10.0 Code FBC20177rP12014 Matrix-S Wrld(LL) 0.00 6 rdr 120 Weight: 57 lb FT=0% LUMBER- BRACING. TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 16-1-6. (Ill) - Max Horz 2=65(LC 6) Max Uplift All uplift 1001b or less at joint(s) 2, 6, 10, 8 except 9=168(LC 5) Max Grav All reactions 2501b or less at joint(s) 2,6 except 9=515(LC 17), 10=347(LC 1), 8=347(LC 1) FORCES. fib) - Max. CompJMax. Ten. -All farces 250 (Ill) or less except when shown. WEBS 4-9=-412/231, 3-10=254/124, 5-8=254/124 NOTES. 1) Unbalanced root live loads have been Considered for this design. 2) Wind: ASCE 7-10; VuH=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf,'h=17ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires Continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load noncanwrtent 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 8t between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100111 uplift atjoint(s) 2, 6, 10. 8 except (jt=lb) 9=168. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consu8 qualified building designer. Thomas A. Albert PE No.39300 MiTok USA, Inc. FL Cart 6934 69g4 Parke East Blvd. Tampa FL 33610 Date: October 3,2019 ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 . UVO22015 BEFORE USE. • DesignvaiMMruwon[YWMMTelt®oann m.TNsde9gn Isbashonlyuponparamcem Ob .and Isbran Ik4Nkual bulang componem,nth Dal e truss system. Before use,tha bwMWg designermusl verifyrha apptiubirry of dedgn pammeters and propedy IncerporeM leis deep bdothe amreg buildngdeslgn. BmcgindiratedistopmmntbuMMgdhdMdualtmsswebandla Mmembemwty. Addkimaltem mo antlpenmOmbrecmg MiTek' Is shear reforstal antl to premrd collapse well possible Pdamal muryand property damage. For general guidance regarding Ma fabricator, slorege,delivery, erection and bracket ofbueses and buss systems,see ANSW lOuollw Cdfede,DSB419and SCSIBufldMg Componmt 6904 Parke East Blvd. Beftfyieft. floe amH.ble kom Truss Plg lnsthW., 218 N. Lee Sb.O. Suf.31Z Al .dda VAM14. Tampa, FL 36610 Job. , Truss Truss Type pry Ply Sparks Re -Root T1B274228 J38271 PB7 Piggyback 1 i Job Reference (optional) .ear s....I n. r'a., rL- dgagb, 8.2405 Jul 142P19 MITek Industries, Inc Thu Od 3 09:31:50 2019 Pagel WW ID:?z7wFBIRoOkgDzD05?FXgRyrrPy-pue6JBpRxVbcdBKYEhUSj7WFXuEtZ96layX9sd Scale =1:30.5 6.Go 12 4x4 = 5 3x4 = 10 9 8 3x4 = Ise 11 1x4 II 1x4 11 8-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 9deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(-L) 0.00 7 rdr 90 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.18 Vert(CT) 0.00 7 nh 120 BCLL 0.0 ' Rep Stress Ina YES WB 0.08 Horz(CT) 0.00 6 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matnx-S Wind(LL) 0.00 6 nir 120 Weight: 57 lb FT=O% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M Go bracing. WEBS 2x4 SP No.3 OTHERS Zx4 SP No.3 REACTIONS. All bearings 16-1-6. (Ib) - Max Horz 2=64(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 2, 6, 10, 8 except 9=170(LC 5) Max Grav All reactions 250111 or less at joints) 2,6 except 9=520(LC 17). 10=347(LC 1), 8=347(LC 1) ` FORCES. (lb) -Max. Comp./Max.Ten.-All forces 250(I1b) or less except when shown. WEBS 4-9=-416/233, 3.10=-2541124, 5-8=254/124 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-secand gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=17ft; 5=45ft; L=2411; eave=4ft; Cat. II; Fxp C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about is center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcurtent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift atjoint(s) 2, 6, 10. 8 except gl=lb) 9=170. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Thgmaa A. Atbani PE No.39380 MITek USA, Inc. FL C91t e634 6904 Parke East Blvd. Tampa FL 33810 Data: October 3,2019 ®WARNING - Verify design Parzmelws and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MAT473 rev. la'03R019 BEFORE USE. Design valid for use ontywah 54iek0 connectors. This design is based only upon enameters shown, end is for an IMi xi al bulCng component nW a truss system Before use, me building designer must verify me applicability, of design parameters and property Inoo Peale 6tls design Nto me overall bWldingdesi6n. Bracing bflowed is to prevent bucking of loc Mdual buss web andlor chord members Cry. Addttronaltempoodyandpmmanembracing MiTek' is always reDdrad for smbiNyand to prewnt collapse with possible personal InUnyand pmpedy damage. For geneml guidance mg.alm, me fabdcaDOn, nonage delivery, erection and bred,q of WaaeS and ones systems,see ANSVTPIf Duelfly Cdfede, DSB419 andBC9l Building Component 6904 Parke Earl BIW. SoRtylnrormede. awbbi.kom TmaaPlata InMW.,218N.LeeB d,Suite3l2, Alexandria,VAM14. Tampa, FL 36610 Job, 1 Truss Truss Type oft, Ply Sparks Re -Roof T78274229 J38271 PBB Piggyback 1 1 Job Reference (optional) cax waen. r—w,"-.nano, 6.00 12 Sea i Sea II 3 4 1 2 aL� 3x4 = 12 MZAU SJUI 14 ZU1UMI IeK1nOUSMeS, Ina' I DUUCI JU9:3T:b13U19 eage1 ID:1z7wFBIRoOkgO D057FXgRym_Pv-HOTOJeVV7y6Zo71AKalgZ5SDhpTTK_LNSDufEOyXgsc 34 II Sail 11 13 5 6 Scale =130.5 7� Ire las 1a d 10 9 3x4 = Plate Offsets(X,Y)— f3:0-4-00-1-151 [6:04-00-1-15j j9:0-1-9OO-131 ry2:0.1-90.0131 LOADING (pso SPACING- 24)-0 CSI. DEFL, in (loc) I/dell Ud PLATES GRIP TCLL MO Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.00 7 n/r 90 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.00 8 air 120 BCLL 0.0 ' Rep Stress Ina YES WB 0.06 Hori 0.00 9 rda Na BCDL 10.0 Code FBC20177TP12014 Matrix-S Wnd(LL) 0.00 7 n/r 120 Weight: 53111 FT=0% LUMBER. BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-M oc puriins. BOT CHORD 2x4 SP Nm2 BOT CHORD Rigid ceiling directly applied or 641-0 ob bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 16-1-6. (Ib)- Max Horz 2=28(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 2, 7, 12, 9 except 11=161(LC 4), 10=163(11C 5) Max Grav All reactions 250 Ib or less at joints) 2, 7 except 12=314(LC 1), 11=425(LC 18), 10=425(LC 17), 9=314(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-11=-334/215, 5-10=-334217 - NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsh, BCDL=6.Opsf,, h=17ft; B=45ft; L=24ft; eave=oft; Cat. I I; Exp C; Encl., GCpi=0.18; M WFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires Continuous bottom chord bearing. 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. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joint(s) 2, 7, 12. 9 except 0=113) 11=161. 10=163. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or Consult qualified building designer. Thomas A. Alban PE Na.39380 MiTex USA, Inc. FL Cart 6034 6904 Parke East Blvd. Tampa FL 33010 Date: October 3,2019 ®WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 41II-7473 rov. 1MV2015 BEFORE USE. wasas Design valid lac use only wiN MRek® connectors. This design Is based anry upon parameters shown, and is for an iMiedual bugling mmpanent, net N a buss aWler. Before use, the building designer must very the eppfcabirrty of design parameters are pmpeM incorporate mis design Me Me overall butchgdesgn. Bracing Indicated is to prevent bckerg of MIAM el truss web emerge chortl members only, Adddionaltempomry.mpeemwem Macing MiTeK IS always reluved for Stability and to prewrd cagapse wM possible personal INury and property damage. For general guidance regartling the fabrication. Storage. dal. , erection and bracing 0 Losses and Wss systems, see ANSWMf Quality Creartq DSB49 and SCSI Building Component 6904 Parka East BIM. Saft yfatorea flon avallabta hen Truss %ate lnsiitule, 218 N Lee Saeel. Suee Jl2, Alexandria, VA 32314. Tampa, FL 36610 Job I Truss Truss Type Oty Ply Sparks Re -Roof T18274230 J38271 PB9 Piggyback 1 1 Jab Reference (optional) 6.00 12 Sx8 i sea I 3 4 2 3X4 = 12 „ o.zau s jut Q zuis muex industries, Inc. mu ua d uuriioa[ule rages ID:?z7wFBIRoOkgO OO54FXgRym_Pv-D bmkKYOTkpWv131ghlllAtJ1 Hw6oSupgZXNmJryX9sa 34 II SX8 13 5 6 10 9 3x4 = Scale = I.W0 5 Plate Oftsets(X,Y)— 13:04-00-1-151[6:0-0-00-1-15) [9:0-1-90-0-13) [12:0-1-90-0-13] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 125 TC 0.28 Ved(LL) -0.00 7 ndr 90 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.00 B rdr 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 9 nla nla BCDL 10.0 Code FBC2017rrP12014 Mabix-S Wnd(LL) 0.00 7 ntr 120 Weight: 52 lb FT=0% LUMBER. BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-D-0 oc punins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 0o bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 16-1-6. (Ib) - Max Ho¢ 2=28(LC 7) Max UpIHI All uplift 10011, or less atjoint(s) 2, 7, 12, 9 except l l=-163(LC 4), 10=164(LC 5) Max Gmv All reactions 250 It, or less at joint(s) 2, 7 except 12=314(LC 1). 11=429(LC 18). 10=429(LC 17), 9=314(LC 1) FORCES. (III) - Max. Comp./Max. Ten. -All forces 250 (ID) or less except when shown. WEBS 4-11=-338/217,5-10=338/219 NOTES. 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=9.0psf BCDL=6.Opsf h=17ft; B=45ft; L=24ft; eave=41t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pontling. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires Continuous bottom chord bearing. 6) This truss has been designed for a 10.0 par bottom chard live load nancencument with any other live loads. 7) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 2, 7, 12, 9 except (jt=lb) 11=163, 10=164. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or Consult qualified building designer. Thomas A. Alban PE No.39380 MiTek USA, Ina FL Cart 6634 69M Parke East Blvd. Tampa FL 33610 Data: October 3,2019 WARNING -Verily design paranielers andREAD NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGEM114472 I-10103C015 BEFORE USE. Design valid for use onlywM MiTek® cannevids. Me design is based onty uponparameters shown, and is for an incMdual butting component not a toss system. Before use, the building designermust wrifythe appG s birfty of design parameters and property inodporlde this design Mots ow el budiingdeagn. BracingiMiwtedistopmwnt WcWgdhdtNdualtmsswMandlwa0l memb Coto . AdddionMieirpomryandpennanem Lacing MiTek' is always required for sleblMy and to preverd coaapw with possible personal iGury ad property damage. Forgenerd guidance regarding the (aEllcalpn, 5lo2gB, darlVery,<reCibn arld bradrlg MiNaeeaaM Wa55y5ern9.see ANSI Pll quality CoUnia, DSB49 and BCSIBu,,Gng Component 6901 Range Fast BW. Sareryln/unna non avallable tram Tress Pia a InVftWo, 219 N. Lee Street. Sude 3lZ Alesandna, VA22314. Tampa, R 36610 J04 1 Truss TWSSType Ply Sparks Re -Roof ]Qty T18274231 J38277 ZCJ1 Jack -Open 12 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL-34946, 8.240 s Jul 142019 Mrrek Industries. Inc. Thu Oct 309:31:542019 Page Scale=1:10.5 Plate Offsets (X,Y)— I2:0-3-0 Edge) LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (too) gde8 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Ven(LL) 0.00 6 -999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.10 Ved(CT) 0.00 6 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Hom(CT) 0.00 4 Na n1a lil 10.0 Code FBC20177TPI2014 Matrix -MP Weight: 9lb FT=0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=40/Mechanical, 2=333/0-8-0, 4=-69/Mechanical Max Ham 2=110(LC 8) Max Uplift 3=40(LC 1), 2=-322(LC 8), 4=69(LC 1) Max Grant 3=64(LC 8), 2=333(LC 1).4=102(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural mod sheathing directly applied or 0.11-4 oc purl[ns. BOT CHORD Rigid Calling directly applied or 10-0-0 oc bracing. NOTES. 1) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf, h=17ft; 3=45ft; L=2411; eave=411; Cat. 11; Exp C; Encl., GCpi=0.18; M WFRS (directional); Cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 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 cennections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except at=lb) 2=322. Thomas A Albert PE No.39380 MITek USA, Inc. FL Carl 6034 6904 Parke East Blvd. Tampa FL 33610 Data: October 3,2019 ®WARNING -Verify tlesign parameters a.d READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGEMII-7473 rev. 10103aO15BEFORE USE. Design void foruse onlywlM MTekaa Connectors. This design Is based only uponpacamelers Mown, and Is loran indivdual bWSmg component nd SHE' - abuss system. Before use. Me building designer muetw6f the appricabilgy oldedgn parmeters and properly mmryorate this design koothe osxrall building design. Seeing indicated is to prevent buGfng d Mc Make.l Wss web andlm Chord members only. Aedaiond temporary and permanent bracing Mel( always required fordabirty and to preyed m0apsawM possible personal Injury and property damage.Forgeneral guidance regarding Ma macron. Storage. de6Jery; erection and bracing otbusses and truss systems, see ANSVIPIf gallery CrReda, DS8a9 and BCSI Building Component 6904 Parke Ead Blvd. Saf e,informadon avasable bom Toss Plate InAade, 21a N. Lee fined, Sube 312, Alexandra, VA22314. Tampa, FL 36610 Jot4 I Truss Truss Type Dry Ply Sparks Re -Roof T18274232 J38271 WAS Jack -Open 2 1 Job Reference (optional) I ruse, Ft. Planes, FL-34946, Jul 142019 MiTek Industries, Inc. Thu Oct 3 09:31:56 2019 Scale -1:1D.5 Plate Offsets (X Y)— [2:0-2-1 EdgeT LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in (loc) BdeO Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.00 8 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(CT) 0.00 8 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matnx-MP Weight: 9lb FT=0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/sae) 3=45/Mechanical, 2=333/0-8-0, 4=65/Machanical Max Horz 2=110(LC 8) Max Uplift 3=45(LC 1). 2=296(LC 8), 4=-65(LC 1) Max Gmv 3=58(LC 8), 2=333(LC 1), 4=82(LC 8) FORCES. Inc) - Max. Comp.IMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0.11-4 cc putting. BOT CHORD Rigid ceiling directly applied or 6-M cc bracing. NOTES- 1) Wind: ASCE 7-10; Vu8=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL=6.OpsY h=17ft; B=45ft; L=2411; eave=4h; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psi bottom chord live load nonwneurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-M wide Wit fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss Connections. 7) Bearing at joint(s) 2 Considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical Connection (by others) of "as to bearing plate Capable of withstanding 100 lb uplift atjoint(s) 3, 4 except at=1b) 2=296. Thomas A. Album PE No.39380 MiTek USA, Inc. FL CBrt 6034 6904 Padre East Blvd. Tampa FL 33910 Date: October 3,2019 ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED ATITEx REFERENCE PACE MII-7473 rev. 1042GO15 BEFORE USE. seeree Design valid SAMA, may vegi MTek® Ocnnecore. Mile desgn Is based in* upon parameters Green, and Is for an Individual buOGtg component, net �� a truss system kab Before use, me basking tlesigner must vedry me appliBProperty in y of deep parameter. and propecorporate Ws design Into me Overall buildiagdesgn. Bmung lrgiwtM isto prevent barklIng of IndiNdual Wsslreb andfw Uommembers any. Addr5maltempamryandpennanentimideg MiTek' Is alms required for Stability and to present collapse web possible personal Injury and property damage. Forgeneneguidanceregamingme faideMon, Storage delivery; emerge and leading oftmssm and truss systems, we ANSI/IPll Dualky Crdode, DSBJr9aad BCSIBufrding Component 6904 Parke East BIM. SO/alylnformNOn mbNeban Truss PIMA InMIM e,210N.Lea Street, Su0e312,Alexandria,VA22314. Tampa. FL MID Job, 1 Toss Truss Type Oty Ply Sparks Re -Roof T18274233 J38271 ZCJ3 Jack-0pen 17 i Job Reference lnnTenall East Coast Truss, Ft. Pierce, FL-34946, 1x4 8.240 s Jul 14 2019 MTek Industries, Inc. Thu Oct 3 09:31:67 2019 Scale=1:15.5 Plate Oftsets(X,Y)— (2:0-3-4,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) gde0 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.01 4-8 s999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.01 4-8 -999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017rrPI2014 Matrix -MP Weight: 16111 FT=0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=63/Mechaniczl, 2=318/08-0, 4=18/Mechanical Max Holz 2=163(LC 8) Max Uplift 3=28(LC 5), 2=207(LC 8) Max Grav 3=72(LC 13), 2=318(LC 1), 4=45(LC 3) FORCES. (ID) - Max. Camp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING- TOPCHORD Structural wood sheathing directly applied or 2-11-4 oo pudins. BOTCHORD Rigid ceiling directly applied or 10.0-0oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124ni TCOL=9.Opsf; BCDL=6.Opsf h=17ft; B=45ft; L=241t; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or Tough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 par bottom chord live load nonconcumenl 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 tit 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 hearing plate Capable of withstanding 100 lb uplift m)oint(s) 3 except Qt=1b) 2=207. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33910 Data: October 3,2019 ®WARNING- vwIry design paramelen and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-rob rev. W03/3015 BEFORE USE. Design void far use onlywiN MTeI® Connectors. This design is based only upon parameters shown, and Is foram ildividual Wgnlng mmponem not �- entries system. Before use, the building dedgnermust vertlytbe amakabil y of design parameters and pmpeM inmryorne Nis design into the overeg buidingdesign. Boxing Indicated is to prevent WGrmgof hdMdual truss web and/or Mod members only. AddErnaltempera,aMpermaneMbracing MiTek' IaaMayoras.lredfors iNyandtop.nmwAapsewnpas9bleperwnllnjm mdpmpeMdemage. ForgenemIguldancemgardingthe Wheaton. slorage,dehey, erection and bradrg of"was andmassydems, see ANSUIPI10uaIHy CdNeda, DSB49 And SCSI Building Component 69a4 Parke Fast She. SafeylnMrmeUon availableham Truss Bateln=tR .218N.leeS d,Suite31ZAlex dttl VAM14. Tamps. FL 36610 Jab r mss Truss Type City Ply Sparks Re -Roof T18274234 J38271 2CJ3A Jack -Open 1 1 Job Reference (optional) Truss, FL Pierce, FL - 34946. 8.240 a Jul 14 2019 MTek Industries, Inc. Thu Oa 3 09:31:58 2019 Page t ID:7z7wFBIRoOkgOzDO57F%gRym_Pva80fn2bWGSpTgDgUILCWOwOxtR794Pio5X 6yX9sV 281E 2-6-12 Scale: Ill. 3x3 = 2G12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) VdeO Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.00 3-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.00 3-6 >999 180 BCLL 0.0 Rep Stress lncr YES WE 0.00 Hom(CT) -0.00 2 n/a We BCDL 10.0 Code FBC20177IP12014 Matrus-MP Weight: 8lb FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-6-12 oc purlins. BOTCHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-"o; bracing. REACTIONS. (lb/size) 1=113/0-3-8, 2=78/Mechaniw1, 3=35/MechaniwI Max Harz 1=69(LC 8) Max Uplift 1=-8(LC 8), 2=-55(LC 8) Max Grew 1=113(LC 1), 2=85(LC 13), 3=49(LC 3) FORCES. (lb) • Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown NOTES. 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf BCDL=6.Opsf, h=1711; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its Center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconctrrent 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 100 Ib uplift at joint(s) 1, 2. Thomas A Albanf PE No.39380 MiTek USA. Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 3,2019 ®WARNING. Vedry design parameter ead READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M9d473rev. 10,03/2015 BEFORE USE. weew Design gals End. ony.M MTek® cmmecsrs. Me design Is based only upon parameters shown, and Is for an Individual III component dA �e• Is trues system. Before use, the building deslgnernne t wid DIS appllrabilay of design parameters end properly Incorporate PIs design Into Me overt buisingdeeign. Bracing lndiraled late prevent butting endMdual Wss web endlaNOld members Only. AdddsnaltempomryandpermanenthreGng MiTek' is always reaunad for bins y and to prevent collapse with possible peraonal Injury and properly damage. Forgenera guldens reganding the fabrication,storage,deliddy dreWbn andbredng bttrussesandtruss systems, see ANSVTPI1 Dually edged., DSSd9 end SCSI Building Component e904 Parke East Blvd. Sareylnrormmion anflable hem Twe Plata Ire Oe.218 N. Lee BUSH, Buie 312, Alexandria, VA22314. Tampa, FL 364110 J04 I Truss Truss Type pry Ply Sparks Re-Roof T78274235 J38271 ZCJ3S Jack -Open 2 1 Job Reference (optional) Las['... l Ursa, rL riame. M-49a46, 8.240 s Jul 14 2019 Mrrek Industries, Inc. Thu Oct 3 09:31:59 2019 Page 1 Scale = 1:15.5 Plate Offsets (X Y)- 12:0-1-13 Edgel LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (too) gde0 Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.01 4-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0,01 4-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(CT) 0.00 2 n/a nfa BCDL 10.0 Code FBC2017rrPI2014 Matrix -MP Weight: 161b FT=0 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SO No.3 REACTIONS. (lb/size) 3=64/Mechanica1, 2=318/0-8-0, 4=16/Mechanical Max Horz 2=163(LC 8) Max Uplift 3=35(LC 8), 2=-195(LC 8) Max Grav 3=74(LC 13), 2=318(LC 1), 4=45(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc putting. BOTCHORD Rigid ceiling directly applied or 6-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL-9.Opsh BCDL=6.Opst h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling end erection conditions. It is the responsibilfty of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its Center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 24)-0 wide will Fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing atjoint(s) 2 Considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joints) 3 except at -lb) 2=195. l Thomas A. Albani PE No.39330 MITek USA, Inc. FL Ce t6034 9904 Parka East Blvd. Tempe FL 33910 Date: October 3,2019 ®WARNING - Venly Jesign I...,era and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 N; . IAD3/2015 BEFORE USE. wwww Design valid fcruse only with MTekAconnMols. lime design is based only upon parameters Hawn, and is for an indiNdual Wilding mngromnL no a ease system Boon use, the pending designer mud vent'the applicability of design parameter and pmpeMincoranale alb design brio the aver¢0 �wY� buid'm,deslgn.Insole, Indicated intoproved bucking 0flndMdual Durso web andisrohord members ody. AddaionalleWomryandpermanerdbracing NNW is always requeedfor Stability and to prevent co9apsewgh possible personal Injury and propeMdamxge. Forgeneralguldencesegardingtbe fabdra9aR slomge, 0elivery,eredi0n and bretlng olWsses aM Wei systems, see ANSUTPII QuaOy, Cr(reda, DS0419 and BCSI Bullding Componesn 6904 Parke East BIW. Safeylnformellon available from Truss Plate Instdule, 218 N. Lee Steel. ease 31Z Alexandria. VA22316. Tamps, R 36610 Joh 1 Truss Truss Type Dry Ply Spades Re -Roof T782742 6 J38271 CJS Jack-0pen 7 1 Job Reference (optional) East Coast truss, FL Pi n0c, FL - 34946, tx4 8.240 s Jul 14 2019 MiTek Intlustries, Inc. Thu Oct 3 0932:00 2019 Page 1 ID:7z7wFBIRoOkgDZD057FX9Rym_Pv-VYXWOCIdngt Wi7N3bINgyLSAArrm32iA6ad3?yX9sT Scale=1:20.4 Plate Oftsets(X,Y)— 12:0-3-4,Edgel LOADING (psQ SPACING- 2-0-0 CSI. DEFL. In (loc) gdeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.02 4-8 ,999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.05 4-8 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Hom(CT) 0.00 3 We me BCDL 10.0 Code FBC2017rrP12014 Matnx-AS Weight: 22 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Iblsize) 3=137/Mechanical, 2=38810-8-0, 4=54/Mechanical Max Horz 2=218(LC 8) Max Uplift 3=82(LC 8), 2=-194(LC 8) Max Gmv 3=151(LC 13). 2=388(LC 1), 4=87(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-secand gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.0psf; h=17ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and night exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about 8s center. 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 1001to uplift at joint(s) 3 except Qt=lb) 2=194. 8) This truss design requires that a minimum of 7/16" structural wootl sheathing be applied directly to the lop chord and 112" gypsum sheelrock be applied directly to the bottom chord. Thomas A Albani PE No.39390 MiTek USA, Inc. FL Cart 6634 69U Paden East Blvd. Tampa FL 33610 Data.. October 3,2019 &WARNING-V nfy deaiga CarameIa o and READ NOTES ON THIS AND INCLUDED ATITEK REFERENCE PAGE M L7473 ree IOXV2015 BEFORE USE. Design valid for use ony with Mlrek® conneYo s. This design is based ony Upon remmeters shown, and Is for an IMivtdual building oonTonent, not �_ a buss Waldo. SWIM use, the building deslgoer must w,ny me appgcablNy of design parameters and pmpedy S coTorme this design Into me overall MWdingdeslgn. Bracing Indicated is to prevent butting 0 IndiAnal truss web andwdmM members ony. Addai4nal tempomryaM pe,maneNbreWg MOW always required for nobility and to prevent mnapse with possible personal 8lurymd pmpedy damage. Forgeondeguidanceregardingthe fabnestion,narage,deWar,erecionandbredngofbvssesa,Mtmssrynems,see ANSVTP11 Quarry Corona, DSBA9 and BCS1 Building Component East Bird. Safefylnforanmlan ovalleblefrom Truss PlatalnnbNo,218NLee S"e.SYh8312,Alexandde.VA22a14. TempA R 36810 ows. Fl. Jo¢ I Truss Truss Type cry Ply Sparks Re -Root T18274237 J38271 ZCJ5A Jack -Open 1 1 Job Reference o lional test coast lwas. IL Fierce, M-Z14V4b, 8.240 a Jul 14 2019 MITek Industries, Inc. Thu Oct 3 M2:01 2019 Page 1 ID:?z7wFBIRGOkgOzD05?FXgRym Pv J4oP3ePbBgNKHxF9RuvVZeKYgpuJWpsPmJBbRyX9sS 4.6.12 44Y12 Scale=1:16.9 ass = 4{ 12 I 4812 � LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.03 3-6 -999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.38 VerUCT) -0.05 3-6 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.01 1 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 15111 FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid telling directly applied. REACTIONS. (lb/size) 1=203/0.3-8, 2=143/Mechanical, 3=59/Mechanieal Max Horz 1=124(LC 8) Max Uplift 1=19(LC 8), 2=99(LC 8) Max Grav 1=203(LC 1), 2=156(LC 13), 3=86(LC 3) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(lb) Or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Ops/; BCDL=6.Opsh, h=17ft; B=4511; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional): Cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. his the responsibility of the fabriealorto Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its Center. 4) This buss has been designed for a 10.0 ITO bottom chord live load nonconcurrenl 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 rd 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 buss to bearing plate Capable of withstanding 1001b uplift at joint(s) 1, 2. 8) This buss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Thome, A. Albam PE No.39380 MITek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: October 3,2019 ® WARNING -Verily tleziBnpanmelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7173 rev. 14MIGOfa BEFORE USE. Design valid for use onywah MTek® cdnnadors. Tons design is based only upon parameters Mown, and is (iron ind,,dual budding component, no �® a buss system. Before use, the IndNa dwignermuat verifiers eppllrablity0devgn parameterandprepeM incorporate Mrs design into the ewMl Wilding design. Busting indicated laid prevent budding oflndhAdual tossweb andkv Mod members ony. Additional Wmpo gird permanent Waling Welk' always required for stability and to prevent co9apsewth posside personal Injurymld property damage. Far geoerel guldance regadirg the fabdcagan,storage, delivery, endion and braddi Mtrusses and truss systems.see ANSUTPII Quality Crrrena, OS"9 and SCal 9aflding Component 6904 Pans East BNd. Saferylnfddardn a.flabktram Trues RM.I.MW.,218N.Lee9 d,6uae312Aleaandda,VA22314. TarrW3. FL MID oq Truss Truss Type Dty Ply Spanks Re -Root P1 T18274238 J38271 ZCJSS Jack -Open 2 Job Reference (optional) test toast l russ, It. Pierce, 1-L-34948, 8.240 s Jul 142019 MRek Industries, Inc Thu Oct 3 09.32:01 2019 Pagel ID:?z7wFBIRoOkgOzDO5?FXgRym_PvJ40P3ePbBQNKH%FgRwVZeLw9pnJWpsPmJ BbRyX9sS -2-0-0 411 9 2-0-0 4-114 Scale =120.4 1x4 Plate Oftsets(X,Y)- t2:0-1-13,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Vde8 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.03 4-8 >999 240 MT20 2441190 TCOL 15.0 Lumber DOL 1.26 BC 0.39 Vert(CT) -0.06 4-8 >999 180 BCLL 0.0 ' Rep Suess Ina YES WB 0.00 Horz(CT) 0.01 3 We rda BCDL 10.0 Code FBC2017rTP12014 Matrix -AS Weight: 221b FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 3=139/Mechanical, 2=388/0-8-0, 4=52/Mechanical Max Horz 2=218(LC 8) Max Uplift 3=89(LC 8), 2=184(LC 8) Max Grav 3=154(LC 13), 2=388(LC 1), 4=87(LC 3) FORCES. (Ib)-Max. Comp./Max.Ten.-All forces 250(lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-sewnd gust) Vasd=124mph; TCDL=9.Opsf BCDL=6.Opsf, h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directitinal); cantilever left and Tight exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or Tough handling and erection Conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) a 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) Bearing at joint(s) 2 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify Capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joints) 3 except (p=1b) 2=184. 9) This truss design requires that a minimum of 7/16" structure[ wood sheathing be applied directly to the top Chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albert PE No.09380 MITek USA, Inc. FL Cert8834 6904 Parke East Blvd. Tampa FL 33610 Date: October 3,2019 ® WARNING -Verify design parameters and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE 14147473 eev, 1"34015 BEFORE USE. Design valid for use oniywsh hirrekWoor twoors. This design is based only upon parameters shown, and Is for an ustividud butdirg component, not a truss system. Before use, lee building designer mustvedy has appgcabifdy of deign Reformism and prepeny ho01sara1e We design Ideas avela0 bulgingdeign. Bracingingoted is to pmwrtbucking of individualtries web ardor chod members Dory. MdRbnaltempmq.ndpnl embracing MTOW Is allays rebound for iabirdy and to prevent cogapso with possible personal Injury all property damage. For general guitara:e regaMing the fabrication. image, dahery, erection and b2cilg d Wasmand! Wsssysems, see ANSUTP11 Quality Crlteda, DSB49 and 8=1 Building Component e904 Paris East Bled. Sefsylnbrmetlon evadable from TNss Pla[p Iniade.2la H Les SIreeL Soda Ott Alexandria, VA 22314' Tampa, FL WID J04 TM85 Truss Type 0y Ply Sparks Re -Roof T18274239 J38271 ZEJS Jack -Open 3 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL-34946, tx4 8.240 a Jul 142019 MTek Industries. Inc. Thu OG 3 09:32:02 2019 Scale= 1:20.5 Plate Offsets (X,Y)-- r2:03-4 Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) gdeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.02 4-8 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.06 4-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) coo 3 nfa n/a BCDL 10,0 Code FBC2017rrPI2014 Matrix -AS Weight 221to FT=0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=139/Mechanical, 2=39110.8-0, 4=54M1echanical Max Harz 2=220(LC 8) Max Uplift 3=84(1_C 8). 2=-194(LC 8) Max Grow 3=154(LC 13), 2=391(LC 1).4=88(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsh BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 par bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf 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. 6) Referto girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001to uplift at faint(s) 3 except (t=lb) 2=194. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and ill' gypsum sheetrock be applied directly to the bottom chord. Thomas A Alban! PE No.39380 MITak USA, Inc. FL Cart 6634 0904 Parke East Blvd. Tampa FL 331110 Data: October 3,2019 ®WARNING - Verify doslgn Palamerem and READ NOTES ON MIS AND INCLUDED NITEK REFERENCE PAGE 11111-7473 ray. INOX015 BEFORE USE. Destgnvalid cruse dnywbn MTeks mnneoods, Tits design is based only suds parameters shown, and Is far an Ind vdUal budding component not La a truss system.Before use, the bugling dedgrad must verayma app5rablaiy of design psametral and property hodrporafe this design into the..Usai buikingdesign. Bracingindicated(StoprereManalog OfmdiNdualMIS webendMUroNmembers only, AddilbnaltemporaryandpermanembracNg MiTek' Is always required far stability and to prevent Wrap" Sun possible personal Njuryand properly damage. For general guidance regarding 0e fabrlution, stdoge,delivery, erasion and trading d Moses and truss sysfemS,sea ANSWPII Quality Cifteds, DSB49 and SCSI Building Component SeRSWI ISMISSl0n evalable ham Truss Plater lnstaule, 218NLee Street. Sucre ]IL Alexandria, VA2Z114. e904 Parke East Bird. Tartpa. FL 36610 msTruss Typo Qty Ply Sparks Re-RoofT1B27424D rJ38' 271 EJ6 Jack-Open 9 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL-34946, lad 8.240 s Jul 14 2019 MTek Industries, Inc. Thu Oct 3 09:32:032019 Page 1 ID:9z7wFBIRoOkgOzD057FXgRym Pv-w6BYgIH7o452b5eHmNaJZZyPtnQJ8s4olgKyXgsQ Scale = 1:24.6 Plate Offsets (X,Y)— (2:0.3-0,Edge) LOADING (psry SPACING. 2-0-0 CSI. DEFL. in (loc) Wall L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.09 4-8 >932 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.20 4-8 o400 180 , BCLL 0.0 Rep Stress Ina YES WB 0.00 Hom(CT) 0.00 3 n/a We BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 281to FT=0 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SO No.3 REACTIONS. (lb/size) 3=200/Mechanical, 2=461/0-8-0, 4=79/Mechanical Max Hoe 2=268(LC 8) Max Uplift 3=126(LC 8), 2=195(LC 8) Max Grav 3=219(LC 13), 2-061(LC 1).4=121(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING. TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid Calling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.0psf, BCDL=6.Opsf, h=17ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked fora plus or minus 0 degree rotation about its Canter. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of "as to bearing plate Capable of withstanding 100 Ib uplift at Joint(s) except (1=lb) 3=126, 2=195. 8) This truss design requires that a minimum of 7/16n structural wood sheathing be applied directly to the top chord and 1r2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albeni PE No.39380 MiTek USA, Ina FL Cen 6834 6904 Parke East Blvd. Tempe FL 33610 Date: October 3,2019 ®WARNING- Verity design panemolers and READ NO TES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. IOAX?n aBEFORE USE. asseas Design valid for use ony with MTek® oannedo s. This design Is bassi only upon parameters shown, and is for an Individual building componentnor ��' e Was system. Before use, me Making designer must warty InwardnessInwardnesshe eppl ablfty of deep parameters and properly Inwardness this design Mto Me overall Wlldhildesgn. Boxing lMicrted is to present buckling offndividualhuss web anNmdmM members only. Addeiond temporary end permanentbractng MiTek' is always required for debility and to present maapse with possible personal iNury aW property damage. For Bendel guidance regarding Me febromon, 4orage.delivery, erection and loading ofbuases and truss "am,see ANSUIP/10uefHy Crkeda, DSB49 antl SCSI Bulldfrg Congregator 6901 Parke East Blvd. Sareyfoharma6on avagable fmm Tmas Plan InsWMe, 21e N Leo SaeeL Sucre 312 Plexandda, VA 22]1x. Temps. FL 36610 J04 a nlss Truss Type Cry ply Sparks Re -Roof T1B274241 J38271 MJ56A Monopitch Gilder t 1 Job Reference (optional) ]was, FC F,erce, FL-34945, 8.240 s Jul 142019 MRek Industries, Inc. Thu Od 3 09:32:04 2019 AAA = axe II -__ 4x8 = 3b13 I M211 3513 I 3-2-14 I 8.1.=1:22.0 Plate Offsets (X,y)— [5:D-4-4,0-1-81 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.03 5.7 >999 240 1VT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.05 5-7 >999 180 BCLL 0.0 ' Rep Stress Inns NO WB 0.45 Horz(CT) 0.01 4 Na Na BCDL 10.0 Code FBC2017rrPI2014 Matrix -MS Weight: 38 lb FT=0% LUMBER- BRACING - TOP CHORE) 2M SP No.2 TOP CHORD BOTCHORD 2x6 SP No.2 WEBS 20 SP No.3 BOTCHORD REACTIONS. (Ib/size) 1=105710.8-0, 4=1245/Mechanicel Max Horz 1=227(LC 18) Max Uplift 1=296(LC 8), 4=366(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=1567/457 BOTCHORD 1-5�434/1394,4-5=-034/1394 WEBS 2-5=30211176,24=1569/515 Structural wood sheathing directly applied or 4.5.8 0o punins, except end verticals. Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf, h=1711; B=45ft; L=24ft; eave=oft; Cal. II; Exp C; End., GCp1=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate gnp DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 par bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 Ile uplift at joint(s) except (jt=(b) 1=296, 4=366. 7) Hanger(s) or other connection device(s) shall be provided sufficient t0 support concentrated load(s) 570 lb down and 174 lb up at 1-8-12, and 5701b dawn and 174 Ib up at 3.8-12, and 571 to dawn and 173 to up at 5.8-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=70, 1-4=20 Concentrated Loads (Ib) Vert: 5=570(F) 8=570(F) 9=571(F) Theme. A. Albani PE No.39390 MiTek USA, Inc FL Cart 0634 69U Parka East Blvd. Tampa FL 33610 Data: October 3,2019 ®WARNING - Venryeesigo parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE 41I1J473nv. 1"312015 BEFORE USE. Design valid for use anywhh MTeks, connMon. The design I. Oastsanty uxA,w mmem shown. And I. for an Ifdivdual beetling wmpcned, not a Wss system. garble use, the beading designer must veriythe appfloredly of deep parameters and prepedy Incorporate MIS design dtothe owner buidingdesign. Bracher, indicated IS to prevent heeding of ddi.Adual Less web andler chord members only. Additional temporary and Nomad bracing MiTek' Is always required for shorty and to prevent waapse wM passible para nal injuryad prepeMdamage. Forgeneral gudaneo regan ingthe fabdwgon,rtorage,delivery,emMonandbmdngofhuasmandhusssystems.sea ANSIMPN Queen, CMde,DSB-99 andBCSl Building COMPonant 6901 Parke East Blvd. SofoyfMo oreffan avaeable bbm Truss %ale InsdNa, 21a N. Lea Sheet, Sure 31t Alexandrb, VA 2201d. Tampa, FL 36610 -zoo M7-0-0 2 aB 1 ix4,1 Scala = 1 25.3 Plate Offsets (X,Y)— (2:0-0-8,Edge) LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (too) I/dell IJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.10 4-8 -845 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.23 4-8 >361 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 2 n1a Na BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight: 28111 FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=211/Mechanical, 2=472/0.8-0, 4=81/Mechanical Max Hoe 2=275(LC 8) Max Uplift 3=133(LC 8), 2=195(LC 8) Max Grav 3=231(LC 13), 2=172(LC 1), 4=125(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING- TOPCHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wnd: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=4f; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconwrtent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf an the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fd between the bottom chum and any other members. 6) Referto girder(s) for truss to buss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable o1 withstanding 10016 uplift at joint(s) except Gt=lb) 3=133, 2=195. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomae A. Alban! PE No.39380 MITek USA, Ina FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 3,2019 AWARNING -Vent, design Parn..ors end READ NOTES ON TNISAND INCLUDED MITEK REFERENCE PAGE 01.7473 rw. IM342015 BEFORE USE. Design vXW fer use only wan Nin ekdacenncoors. This design Is bused only upon parameters seom, and is loran inamdual bugdng oompcnenl net a Wss system Berme use, me balding desgnermust verily me appleablBy of design parameters and properly wWralethis design means overall 1,WNingdesign. BmdngiMi edislopreventburkangofMdmdual MusswebmWorohordmembananly. Addelonal lempearyaM permanent dazing MiTek- is abways required for slabiray and to prevent cogapse with possible personal Injury and property damage. For general guidie ee regarding me fdedarton,storage, delvery,eredbn and bracing of Musses and" as systems, We ANSWPN Cuddly Wed., BSBa9 And BCSI Building Component 6904 Parke Best BNd. SafetylMormefrpn eveUb!Mom T.ss PlateInm O..218N.Leea O,S01e312.Alexandria,VA=14. Tampa FL Sol ruesTrussType City Ply Sparks Re-RoofT18274243 FJ38211 ZEJ7S Jack -Open 9 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL-34946, 1x4 8.240 a Ju114 2019 MTek Industries, Inc. Thu Oct 3 09:32:07 2019 Page t ID:?z7wFBIRoOkg0z005?FXgRym Pv-ptR3g7iA 1aX2CPPVh?JkquKfLlljElknimVp5yX9sM Scale = 125.3 Plate Offsets (X,Y) - 12:0-1-13,Edge1 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) gden Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(L-) 0.11 4-B >739 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0A7 Ven(CT) -0.24 4-8 >345 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Har(CT) 0.03 2 We me BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 29 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling, directly applied. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=213/Mechanical, 2=472/0-8-0, 4=79/Mechanical Max Horz 2=275(LC 8) Max Uplift 3=139(LC 8), 2=187(LC 8) Max Grav 3=234(LC 13), 2=472(LC 1), 4=125(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown NOTES. 1) Wind: ASCE 7-10; VuR=160mph (3-second gust) Vasd=124mph; TCDL=9.0psf; BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about as center. 4) This truss has been designed for a 10.0 par bottom chord live load noncencurrent with any other live loads. 5) ' 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. 6) Referto girder(s) for truss to truss connections. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI i angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanics[ connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except at=lb) 3=139,2=187. 9) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE Ng.39380 MTTek USA, Inc. FL Cart 6634 6804 Parke East Blvd. Tampa FL 33610 Data: October 3,2019 WARNING -Verily design parameters and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE Mll-7471fev. 10AVa015 BEFORE USE. aaaa Design valid (muse anywith MTeka mnneoves. This settle is based any uponparemete s show, and is red an individual building component, net � 11' a uses system. Before use, the building designer mustveny the applicability ofdesign parameters and properly incorporate Nis design Into me overall -• buildmgdesign. Bracing adcated is to prevent bu,ing ofindMdualbuss wet, andiar shad members only. AddkiondWmpomgaM mmmedb Mg MTek' is always Rquiredfor stability and to prewm collapse won possible pmsorul injuryand properly damage. For general guidarxe regarding the fsbdagoo, Storage, delivery, ereefikn and bsong Obviates and truss systems. we ANSbrili Buggy, CrUffe, DSBai9 and Best Building Component 6904 Parke East 8W. Sa"ImAdeddon awHabl.fmm Truss PleeInMW,218N.L.Sbem,Suke312,A.drla,VA22314. Tampa. FL 36610 Oty Ply Sparks ReRaafT782]4244 ;�:�ZH�4� Diagonal Hip Gkder 2 1 Job Reference (optional) I toss, Ft. Pierce, FL-34946, 3z. 3x4 II LOADING (psi) SPACING. 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 TCDL 15.0 Lumber DOL 1.25 BC 0.47 BCLL 0.0 ' Rep Stress I= NO WB 0.11 BCDL 10.0 Code FBC2017rrP12014 Matrix -MS 8.240 a Jul 14 2019 MiTek Industries, Inc. Thu Oct 3 09:32:092019 DEFL. in (loc) Well L/d Vert(LL) -0.18 5.9 >455 240 Vert(CT) -0.23 5-9 >356 180 Horz(CT) 0.00 4 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SIP No.2 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 4=176/Mechanical, 3=364/0-10-15, 5=57/Mechanicel, 6=0/Mechanical Max Harz 3=217(LC 8), 6=366(LC 24) Max Uplift 4=-121(LC 8), 3=-317(1_C 8) Max Greg 4=196(LC 28), 3=652(LC 28), 5=106(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown. TOP CHORD 1-2=333/211, 2-3=331/228 WEBS 1-6=-179/368 Scale = tu.7 PLATES GRIP MT20 244/190 Weight: 31 Ib FT = 0 % Structural wood sheathing directly applied or 6-0-0 oc putting. Rigid ceiling directly applied or 10-0-0oc bracing. NOTES. 1) Wind: ASCE 7-10; Vuh=160mph (3-sewnd gust) Vasd=124mph; TCDL=9.Opsf; 3CDL=6.0psf; h=17ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and night exposed: Lumber DOL=1.60 plate grip DOL=1.60 2).Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 par bottom chord live load noncencument 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 3.6-0tall 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 Ib uplift atjoinl(s) except (it -lb) 4=121,3=317. 7) "NAILED' indicates 3-1 Od (0.148"IrY) or 2-12d (0.148N3.25') toe -nails per NDS guidlines. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead . Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Undone Loads (plf) Vert: 14=70, 5-7=20 Concentrated Loads (lb) Vert: 10=116(F=58,B=58)12=109(F=54,B=54)13=5(F=3,B=3) Thomas A. Albani PE No.39380 INTO USA, Inc. FL Cert6634 6961 Parke East Blvd. Tampa FL 33610 Data: October 3,2019 ®WARNING -Vetly Design parameters antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10103Q015 BEFORE USE. Design valid mruse ony with MBek® connMors. Ws design is based only upon parameters shown, and is for an individual Wilding sompanem net MV a MISS Singem.Befine use. the building designer must sentry Me appGrabifty of deagn parameters and properly incorporate Nis design intotbe camill buiWhidesign.B.., indicated let. prevent WrWng orbtdmomiltmssweb never died members ony.AdditionaltempOnnyandpelmanembracing Mew Is always resulted for SlabMy and to prevent callapse wiN possuble personal inlury and property damage. Forgenernguidanceregadingthe fabdcalion,stomge.defivey,emdwnwdbmdngdbussecae Wss"ems.sn ANSUTPI1 Qualify Cdreda, OSBd9 and SCSI Building Component 6904 Parke East Blvd Sefetylnforrnadon aduablebam Truss Plate Insl3ute. 218 K Lee Street, Suds 312. Alincere s, VA22314. Tampa. FL 36610 Truss Tvss Type DryjP1YS.�119-.R.001.T18274245 pj�Ea ZHJ7 Diagonal Hip Girder 4 tional vss, Ft. Florae, FL-34946, 8.240 s Jul 142019 MTek Industries. Inc Thu Oct 309:32: 102019 Pagel ID:?z7wFBIROOkgOzDO5?FXgRym_Pv-DS6C1812Tyy6vg7_BgYOMSWV?nliwWBATg79PQyX9sJ -2-9-15 5-1-9 9.10A 2-415 5-1-9 4.8-7 1.4 13 O 3z4� 1 3x4 II 3.4 I Scale =1281 5 n NAILED NAILED 5 4.24 12 NAILED 3x4 i NAILED 4 14 NAILED NAILED 3x4 = 3 16 17 1B B 7 NAILED NAILED x4 II NAILED 3x8 =5 NAILED NAILED NAILED Plate Oftsets(XY)- (5:0-2-140-0-81 LOADING (par) SPACING- 2-0-0 CSI. DEFL. in (toe) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.07 8-12 >999 240 MT20 244/190 TOOL 15.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.07 8-12 >999 180 BOLL 0.0 Rep Stress Ina NO WB 0.38 Horz(CT) 0.01 7 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 54 do Fir =0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 5=161/Mechanical, 3=478/0-10-15, 7=326/Mechaniwl, 9=0/Mechanical Max Haz 3=366(LC 14). 9=249(LC 17) Max Uplift 5=-98(LC 5), 3=369(LC 8), 7=84(LC 8) Max Grav 5=161(LC 1), 3=772(LC 28), 7=404(LC 28) FORCES. (lb) - Max. Comp.lMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=203/277, 23=197/300, 3-0=-1016/276 BOTCHORD 3-8=282/853,7-8=282/853 WEBS 4-7=8661332 Structural wood sheathing directly applied or 5.8-12 oc pudins, except end ver8cals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf, h=17ft; B=4511; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree Notation about Its center. 3) This truss has been designed for a 10.0 par bottom chord live load nonconcument with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 5) Refer to girder(s) for truss to truss Connections. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) 5, 7 except (jt=lb) 3=369. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8) "NAILED" indicates 3-1Od (0.148"x3') or2-12d IDA48'k3.25'g toe -nails per NOS guidlines. 9) In the LOAD CASE(S) section, twos applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead. Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Un'donn Loads (elf) Vert: 1-5=70, 6-10-20 Concentrated Loads (III) Vert: 13=116(F=58, B=58) 15=76(F=38, B=-38) 16=109(F=54, B=54) 17=5(F=3, B=3) 18=51(F=25, 13=25) Thomas A. Albani PE No.39380 Mrrok USA, Inc. FL Cott 6634 6904 Padre East Blvd. Tampa FL 33610 Data: October 3,2019 WARNING- Verifydestgaparameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGEMIrUT I rev. 10N312015 BEFORE USE. Design valid far um mayeah MTelt® conneaom. This design is based only upon parameters Shawn, and is for an in malual W9ding wmponent, net a truss system. Before use, the buildingdesigner reenvenly me appgDbiDyofde9gn parameters and properly inenTorrste this design lntothe owshol bulldingdoegn. Bmung(MicatM($Wprevem Whtng&MdMdual UusswebandlwdloMmemben Mly.Addiidenaltemponryandpermanembraung MiTek- isalwaysrequndforstabirityand to pronal Deepen with pi personal injury and pmperry damage. ForgeneralguldanearegodiDlhe faWmtion.storage,dernery,eree'on and braGng 0lwszesaM Flee Synems, see ANSVTPI1 OU89W areas, WB49 and BCS1 Building Component 6904 Parke East Bled. Si ferylnhrmallon avaga0la (rum Truss Plate Inatome, 218 N. LD Street. Suite 312, Alexandria, VA 22314. Tampa; M 36610 Hip Girder T18274246 S.I. =1:27.5 Plate Offsets (X,Y)- (3:0-2-3,00151(5:0-2-14 0-0-6) LOADING (psf) SPACING. 200 CSI. DEFL. in (loc) I/de8 Lrd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Ven(LL) 0.09 8 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.72 VenoT) -0.13 7-8 >851 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.56 Hom(CT) 0.02 7 Na n/a BCDL 10.0 Code FBC2017rTP12014 Matrix -MS Weight: 49 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2X4 SP No.3 REACTIONS. (fix/size) 5=155/Mechanical, 3=480/0-10.9, 7=322IMechanical, 9=0/Mechanical Max Horz 3=284(LC 14), 9=246(LC 17) Max Uplift 5=101(LC 5), 3=355(LC 8), 7=-89(LC 8) Max Grav 5=155(LC 1), 3=736(LC 28), 7-394(LC 30) FORCES. (lb) -Max. Comp7Max. Ten. -All forces 250 (Ib) or less except when she=. TOP CHORD 1-2=162/275, 2-3=154/298, 3d=1711/582, 4-5=269/84 BOTCHORD 3-8=-624/1563, 7-8=-640/1582 WEBS 4-7=1352/602 Structural woad sheathing directly applied or 4-0-2 oc punins, except end verticals. Rigid ceiling directly applied or 7-3-15 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=17ft; B=45ft; L=24ft; caveman; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and fight exposed: end vertical left and right exposed; Lumber OOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a rive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girders) for truss to truss Connections. 6) Bearing at joint(s) 3 considers parallel to grain value using ANSI?PI 1 angle to grain formula. Building designer should verily Capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joints) 7 except gt=lb) 5=101, 3=355. 8) Gap between inside of top chord bearing and that diagonal or vertical web shall not exceed 0.500M. 9)'NAILED' indicates 3-1Od (0.M8 IIY) or 2-12d (0.148'x3.25") toe -nails per NOS guidlines. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-5=70, 7-10=20 Concentrated Loads (lb) Vert: 13=120(F=60, 3=60) 15=-80(F=-00, B=40) 16=104(F=52, B=52) 17=7(F=3, 8=3) 18=47(F=23, B=23) Thomed A. Albani PE N0.39380 MiT9h USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 ogle: October 3,2019 ®WARNING Verily design parameters and READ NOTES ON THIS AND INCLUDED M?Ee REFERENCE PAGE MII-7473 rev. 10/03Q0109EFORE USE. ' Design vast! Nruse only with 64Tek01cunne ISM. This design Is based only Upon paameers shown, and Is loran individual hauling component, not Is Muss eynem. Settle use, the bulldmg designer must vent, the appfrabilloldesign parmmers end property boorbando Nis design into me overen buildingde9gn. Brach lreseatedis to prevarrtwcklbg of bdiedualwss web ancror NaNmemben, only. AdditionxllemporeryandMireanerrtbracing MiTeK is always Mulled fur etablity and to prevent catalpas wan passible personal Injury and property earnings. Far generel guidance regaNilg the fabdwlcn,storage,delivery.emdbnmdbradngoftwss sandwss"ems.we ANSUr%r Quality CAMyt., DSB49 and SCSI Building Component 6904 Parke East Blvd. Selefylnbrmef/on awstablefrem Truss Plate lnstauts,218 N Lea Seem, Suhe312,Alaxandha. VAM14. Tempe, FL 36610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION ��" Center plate on joint unless x, y 4 offsets are indicated. II 6-4-8-8 Il dimensions shown in ft-in-sixteenths I I (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-i hs. sides oftr Apply plates to both sides of tNSS 1 2 3 1. Additional stability baring for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing, is always required. See SCSI. 0-1r Cl-2 c2a 2. Truss bracing must be designed by an engineer. For 16r T 4 WEBS cyr O m iy , u ce wide truss spacing, individual lateral bras themselves may require bracing, or alternative Tor bracing should be considered. S b O 3. Never exceed the design loading shown and never astack materials on inadequately braced trusses. p4. Provide copies of this truss design to the building a-s ce.r -- For 4 x 2 orientation, locate designer, erection supervisor, property owner and BOTTOM CHORDS plates 0- v,d' from outside all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each ogler. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBEREWLETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSIrl-PI 1. Connector plates. THE LEFT. 7. Design assumes trusses will be suitably y protected from Plate location details available in MiTek 20120 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSlrrPI 1. software or upon request NUMBERSR.ETTERS. 6. Unless noted, moisture content of .lumber shall not exceed 19 % at time of fabrication. t exceed PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension Is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel t0 slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used ,hail be of the species and size, and 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. In all respects, equal to or better than that speafiea. 13. Top chords must be sheathed or puriins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values g y 14, orBottom chords require lateral bracing at th A. spacing, or less, it no ceiling Is installed, unless otherwise noted. 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 (supports) occur. Icons vary but © 2012 MiTek® Al Rights Reserved approval of an engineer. - reaction section indicates joint number where bearings occur. 17. Install and load vertically unless Indicated otherwise. Min size shown is for crushing only. ta. Use or green or treated lumber may pose unacceptable environmental, health or pedonnance risks. Consult with Industry Standards: project engineer before use. ANSI/TP11: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, Will �® 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, [.Ari ANSIRPI I Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10103/2015