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TRUSS PAPPERWORK
RE: M11412 MiTek USA, Inc. CARLTON 299 6904 Parke East Blvd. Tampa; FL 33610.4115 Site Information: " Customer: Wynne Development Corp Lot/Block: Address:- unknown City: St Lucie County Project Name:- M11412 -Model: Sterling Subdivision: State: FL. SC/>s�i�•ty St. Lucie County General.Truss Engineering Criteria & Design Loads (Individual. Truss Design Drawings Show Special Loading Conditions): - . Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 . _ Wind Speed: 165 mph Roof Load: 37.0 psf - Floor Load: N/A psf This.eackage includes 18 individual, dated Truss Design Drawings and 0 Additional Drawings. Witli my seal affixed to this sheet,,I hereby certify that I am the Truss -Design Engineer and this index sheet- - conforms to 61615-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date - - 1 T17089636 a 5/17/2019 2 T17089637 al 5/17/2019 3 4 T17089638 T17089639 a2 a3 5/17/2019 _ 5/17/2019 5 `T17089640 a4 5/17/2019 - 6 T17089641 a5 5/17/2019 "RERL-�fvED 7 8 T17089642 f17089643 ata atb 5/17/2019 5/11/2019 9 T17089644 atc 5/17/201910 T17089645 - bha 5/17/2019 11 T17089646 gra 5/17/2019 12 T17089647 j2 5/17/2019 13 14 T17089648 T17089649 j4 j6 5/17/2019 5/17/2019 REVIEWED FOR 15 T1708965 j8 5/17/2019 CODE COMPLIANCE. 16 T17089651 jab 5/17/2019 17 T170N652 kj8 5/17/2019 ST LUCIE COUNTY 18 T17089653 kja8 5/17/2019®L.0 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc under my direct supervision ... based on the parameters provided by Chambers Truss. - Truss Design Engineers Name: Albahi, Thomas My license renewal date for the state.of Florida is February 28; 2021. _ Florida COA: 6634, IMPORTANT NOTE: The seal onthese truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI.1. These designs are based upon parameters . r shown (e.g.,loads, supports, dimensions, shapes and design codes), which. were .given to MiTek. Any project specific information included is for MiTek ' customers file reference purpose only, and was not taken into account in the preparation of . these designs,, MiTek has not iridepe0ehtly verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters, and properly incorporate these designs into the overall building design per ANSVTPI 1, Chapter 2. Thomas A. Man] PE No.39389 MITek USA, Inc. Fl. Cert 6634 - 6904 Parke. arke East Blvd. Tampa FL 33610 May 17, 2019 naw Albani, Thomas loft Job Truss Truss Type n City Ply CARLTON 299 T17089636 M11412 A SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., on fierce, FL d.l au s Mar 11. 2U11f Mr I ek Industries, Inc. I U9:24:422U19 fa081 5xB = 5x12 MT18HS = 3x6 �� 4x5 = 4x6 = �4x5 = 4.00 12 Soale = 1:63.0 16 15 4%4 p 3x4'- 3x6 = 3x4 = 5xB = 2 4x10 = 2:00 1 9-10.0 I 13-8-0 ' 19-5-3 24-6-0 %2-01 35-0-0 g-10.0 A-1 a-0 SA-3 1-M 9-10.0 Plate Offsets (X Y)-- [2:0-0-2 Edael [4:0-5-4 0-2-8] [6:0-3-0 Edge] [8'0-9-0 0-2-81 110.0-2-10 Eddel [15:0-1-12 0-2-121 - - - - -- LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) /defy -L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Ved(LL) -0.73 13-14 >595 360 MT20 . 244/190 TCDL ' 7.0 Lumber DOL 1.25 BC .0.94 Vert(CT) -1.3413-14 >321 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress lncr YES WB ' 0.91 Horz(CT) 0.45 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matri%-MS WincILL) 1.0113-14 >428 240. Weight: 161 lb FT=21 LUMBER- BRACING- - TOP CHORD 2x4'SP M 30 -Except- TOP CHORD Structural wood sheathing directly applied. 6-8: 2x4 SIP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/03-0, 10=1386/0-8-0 "Max Herz 2- 119(LC 10) - -'Max Uplift 2=-846(LC 12), 10=-846(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) of less except when shown. TOP CHORD 2-3=-3338/2212, 3-4=-3134/2132, 4-5=3441/2388, 5-7=-5141/3470, 7.8=-6766/4392, 8-9= 5629/3608, 9-10= 5945MI356 BOT CHORD 2-16=-1989/3129, 15-16=-1777/2918, 14-15=-2177/3455, 13-14=-3307/5216, 12-13=-3301/5421, 10-12= 3593/5659 _ WEBS 3-16=:527/480; 4-16=-413/669, 4-15=-535/785r5-15=-975/733,5-14=-119811876, (W 7d4=-851/667, 7-13=-962H695, 8-13=-1260/9909, 8-12=-45/349, 9-12=319/328 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) .Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=5911t; L=36f ; eave=5ft; Cat. - -. II; E8p C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3. Interior(1) 2-7-3 to 37-0-0 zone;C-C for - members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 - - - 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated.. _ - 5) This truss has been designed fora 10.0 psf bottom chard live load nenconcument with any other live loads. 6) ' This truss has been.designed for a live lead of 20.0pst on the bollom chord in all areas where a rectangle 3-6-0 tall by 2-070 wide .. will fit between the bottom chord and any other members. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify . capacity of beading surface. ' - '8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 846 lb uplift at joint 2 and 846 lb uplift at - , joint 10.. - - Thomas A Albar i PE No.39380 MiTek USA, Inc. FL Cart 6634 .. 6904 Parke East Blvd. Tampa FL 33610 - Date: May17,2019 O WARNWG-Verifydealgnpemmetemend READNOTES ON TN/SANDINCLUDEDMREKREFERANCEPAGEMX74Mmn:I"S. O1SBEFORE USE Design valid for use only with MiTek® connectors. This design Is based any upon parameters shown, and Is for an Individual bullding component. not ��- a truss system. Before use, the building designer must verify the applicabHiy of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucWing of individual truss web and/or chord members only. Additional temporary end permanent bracing Is always required for stability and to prevent collapse with Possible personal injury and property damage. For general guidance regarding the> ' fobticatlon, storage. delvery, erection and broclng of trusses and truss systems, seeANSWII Qi CrBnW, Dili and BC51 building Component _MiTek' ' 6904 Parka East Blvd., Sorry Infoena6unavoilable from Truss Flute Institute, 218 N. Lea Street, sure 312, Alexantlrlo. VA 22 1A. Tampa, FL 33610 Job Truss Truss Type r Oty Ply Al SPECIAL 1 =CARLTON299T17fv111412 Chambers Truss, Inc., Fart Pierce, FL 8.130 a Mar 11 2018 MiTek 17 09:24:43 2019 5x6 3x8 = 5x6 = 4.00 12 4 22 5 23 B Scale=1:63.0 14 13 3x4 II ax4 II 3x6 = 3M _ 5.6 — 2.00 12 4x10 = LOADING (psf) TCLL 20.0 TCDL 7.0 • BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL ' 1.25 Lumber DOL 1.25 Rep Stress Mar YES Code FBC2017ITP12014 CSI. TC 0.61 BC 0.95 WB 0.55 Matdx-MS DEFL. in (lac) Vdefl Vert(LL) -0.58 11 >749 Ven(CT) -1.07 11-12 >402 Horz(CT) 0.40 8 n/a Wind(LL) 0.80 11 >541 U& 360 240 n1a 240 PLATES MT20 MT18HS Weight: 16316 GRIP .244/190 2441190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD. .Structural wood sheathing directly applied or 2-7-2 oc puffins. BOT CHORD 2x4 SP M 30 - BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. _ WEBS 2x4 SP No.3 WEBS 1Rowatmidpt '5-13 REACTIONS. (Ib/siie) 2=1386/0-8-0, 8=1386/0-8-0 Max Horz 2— 141(LC 10) ' Max Uplift 2=-846(LC 12), 8=-846(LC 12) ' Q ' FORCES, ([by - Max Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3356/2159, 3-4=-3358/2292, 4-5=-2798/1921, 5.8=-4830/3137, 6-7=-5353/3403, 7-8=-5962/3751 - BOT CHORD 2-14=-1935/3141, 13-14=-1610/2666, 12-13=-2399/3926, 11-12=-2400/3924, , 10-11=-3499/5680,8-10=-3492/5669 WEBS 3-14=-404/391, 4-14=-507/777,4-13=-151/409,5-13=-1376/890, 5-11=-557/1048, 6-11=-849/1449, 7-11=-641/463 NOTES- - _ 1) Unbalanced hoof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vu1t=165mph (3-second gust)' Vasd=128mph; TCDL=4.2psf; BCDC=3.0psf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C ExtedoT2) -1.0-0 to2-7-3, Interior(1) 2-7-3 to 37-0-0 zone;C-C for members and tomes & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 - - 3) Provide adequate drainage to prevent water pending. 4)'Ail plates are MT20 plates unless otherwise indicated 5) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. " 6) ' This Imes has been designed for alive load of 20.0psf 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. - 7) Bearing at joint(s) 8 considers parallel to grain value using.ANSVTPI 1 angle to gran formula. Building designer should.verity, capacity of bearing surface. - I -. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84611i uplift at joint 2 and 846 lb uplift at joint 8. ' Thomas A Alban! PE No.39380 - MiTek USA, Inc. FL Cart 6634 - 6904 Parke East Blvd. Tampa FL 33610 -- - Data: May 17,2019 O WARNWG-Verlrydeslgnpelsmefenend READNOTE9 ON THIS AND INCLUDEDMREKREFERANCEPAGEMS-T4"hin, 1A,OYfa15 BEFORE USE Design valid for use only with Mffek® connectors. This design k based only upon parameters shown, and bfor an Individual buhding component. not ' a truss system. Before use, the building designer must verify the oppliccU ty of design parameters and properly Incorporate the design Into the overall bullding design. Bracing lndlcatetl Is to bucking Individual tress web and/or chord members only, Additional temporery end brocing MjTek' prevent of pamenent Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication. storage. calvary, erection and bracing of trusses and truss systems, seeAN$Vr?I1 Quality CMrrM, DS"9.and BCSI 6Wtlhg Pompansint . 6904 Parke East Blvd. Sably Informalbmvotioble trem Truss Plate InstiNte. 218 N. Lee Street. Suite 312: Alexandrla, VA 22314, - Tampa, FL 33610 Job Truss Truss Type' r Cry Ply CARLTON 299 T17089638 M11412 A2 SPECIAL 1 1 _ Job Reference (optional)_ cnari cuss, inc., ran Warta, IL roar I I aU I run arc mousmes, v un:cv:vv cure rays r V 0 4.00 12 5x6 = 3x4 = 5x6 = 4 5 6 4x6 C Scale = 1:63.0 15 14 7x8 Mr18M5= 3x6 = - - 3x4 II 5x8 = 2.00 12 4x10 = Plate Offsets (X Y)— [2'0-0-6 Edge] 19'0-2-10 Edgel LOADING (psf) SPACING - 2:0-0 CSI. DEFL. in (lot) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58- Vert(LL) -0.55. 11-12 >779 360 MT26 244/190 TCDL 7.0 _ Lumber DOL 1.25 BC 0:94 Vert(CT) -1.0311-12 >419 240 MT18HS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.72 Hoa(CT) 0.39 9 n/a n/a . BCDL 10.0 Code FBC2017/TPI2014 Matrli -Wind(U-) 0.7711-12 >564 240 Weight: 167 lb FT=20% LUMBER- BRACING- , TOP CHORD 2x4 SP M 30 _ TOP CHORD .Structural wood sheathing directly applied or 2-7-0 Go pudins: BOT CHORD . 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP ND.3 REACTIONS. (l ize) 2=1386/0-8-0, 9=1386/0-8-0 Max Horz 2=163(LC 11) - Max Uplift 2=-846(LC 12), 9=-846(LC 12) - FORCES. (lb) -Max. CompJMax. Ten. -All forces 250.(lb) or less except when shown., TOP CHORD 2-3=-3359/2129, 3-4=-2661/1761, 4-5=-2445/1690, 5.6=3533/2289, 6-7=3698/2365, 7-8= 5359/3351, 8-9=5963/3683 BOT CHORD 2-16= 1909/3146, 14-15=-1909/3146, 13-14=-1826/3099,.12-13=-3016/5125, . 11-12=.3433/5679, 9-11=-3426/5669 - - WEBS 3-15=0/295, 3-14=-807/566, 4-14=354/620, 5-14=-916/581, 543=-261/668, - 6-13=-588/1003, 7-13=-2219/1408, 7.12=-1137/1893, e-12=-628/443 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10;:Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=12ff, B=59f; L=36ff; eave=5R; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to2-73, Inanor(1) 2-7-3 to37-0-0 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. _ 4) All plates are MT20 plates unless otherwise indicated: 5) This truss has been designed for a 10:0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for alive load of 20.Opsf on the bottom chord in all Vs as where 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) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should.verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of. withstanding 84616 uplift at joint 2 and 846 lb uplift at joint 9, Thomas A Albanl PE N6.39300 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: May 17,2019 Q WARNING. Vedfydesl9n,mmvnfemend BEAD NOTES ON MIS AND INCLUDED UFTEKREFERANCE PAGE 1101-74TareV.. 10VA342e15 BEFORE USE. Design volld for use only with Milek® connectors. This tleslgn Is hosed only upon parameters shown,and Is for an individual building component, not _ a,truss system. Before use, the bustling designer must vadi the applicability of design parameters and properly incorporate this design Into the overall buildingdesign. Bracing mcicated lsto prevent buckling of individual trussweboholl chord members only. AddiNanalfemporcryandpermenenfbracing Mel( - Isalwaysrequiredforslabllityandtopreventcollapse with p6mble personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, emcf cn and bracing of trusses and truss systems, seeANSI/1PI1 Quality Cdbda, OSB49, and BCSI Bultlh9 comics l 6904 Parke East Blvd. Sah!t Infasmallanovallable from Truss Rafe Intl 2.18 N. lee Street, Suite 312. Alexandro, VA 22314. Tampa, Fb 33610 Job Tnus Truss Type , Oty, Ply CARLTON 299 ' T17089639 M11412 AS SPECIAL 1 1 Job Reference o fional unafnaers truss, Inc., ran Hera., r, o.— I I m la Nil I UK 111aa>II1.3. I1 vmyuVa<».»a cV I. 4.00 12 54 = 5x6 = 4 5 Scale: 3116'=l' 0tT 0 15 al3x4 II 5x6 2.00 12 4x10 = = " LOADING (psf) TCLL _ 20.0 - TCDL 7.0 BC LL 0.0 ' SC OL _ 10.0 SPACING- 2-0-0 .Plate Gdp DOL 1.25 Lumber DOL 1.25 - Rep Stress Incr YES Code FBC2017/TP12014., CSL TC 0.56 6C 0.94 WB 0.74. Matrix -MS OEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL)- in (loc) Udell. Ud -0.57 11-12 >761 360 -1.0511-12 >410 . 240 0.40- 9 n/a n/a 0.7811-12 >551- 240 PLATES MT20 MT18HS - Weight: _7671b GRIP .244/190 244/190 FT=20% LUMBER- - BRACING- - TOP CHORD 2x4 SP M 30 TOP CHORD. .Structural wood sheathing directly applied or 2-6-15 oc pudins. _ BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6:13 OTHERS 2z4 SP No.3 - - - REACTIONS. (lb/size) 2=1386(0-8-0, 9=138610-8-0 Max Horz 2=185(LC 11) ' ' Max Uplift 2=-846(LC 12). 9=-846(LC 12) -• FORCES. (Ib) -Max. Comp./Max. Tan. -All forces 250,(lb) or less except when shown. - TOP CHORD 2-3=-3371/2103,3-4=-2633/1707,4-5=-2803/1850,5.6=-2968/1099,6-8=-53,71/3290, 8-9=-5960/3616 - - SOT CHORD 2-15=-1886/3159, 14-15=1886/3153, 13-14=-1343/2432, 12.13=-2958/5146, - 11-12=-3368/5675, 9-11=-3362/5666 WEBS 3-15=0/306, 3-14= 866/626, 4-13— 285/6Z1, 5-13=3791702, 6-13=.-2706/1659, -_ 6-12— 1094/1946, B-12=-611/435 NOTES- - - - 1) Unbalanced roof live loads have been consai:red for this design. - 2) Wind: ASCE 7-10; Vu1t=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. _ II; Exp C; Encl., GCpi=0.18; MWFRS,(directional) and C-C Extedor(2) -1-0-0 to 2-73, Intent 2-73 to 37-0-0 zone;C-C for . - members and tomes & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent waterponding.- 4) All plates are MT20 plates unless otherwise indicated. ' S) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide - willfitbetweenthebottomchordandanyothermembers. .. - 7) Bearing at joints) 9 considers parallel to grain value using ANSVrPI 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 846 lb uplift: at joint 2 and 846 Ib uplift at - joint 9. - Thomas A Allami PE No.39380 MiTek USA; Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 O WANNWG-Verify chal9n..... fersend HEAUNOTES ON7NISANDWCLUDEDMREKNEPENANCEPAGEMUT4Tarex. 100120158E 011E USE D99gn valld for use only wltti Mirt connectors. fib design is based only upon parameters shown end is for on indNldual building component, not ��-- a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate thls design Into the overall bulldingdeslg0, hacing indicated late proventbuckling of indivltlual mal and/or chord members only. Additional temporary and permanent loading MiTek- is always required for Stabllny, and to prevent collopse with possible personal Injury and property damage. For general guidance regarding the p Component fabrication, storage. delivery. erection and bracing of trusses and truss systems, seeANSUIPII Sooty CMdo, eDS549 and SCSI Building Safety Nformatbrnvailoble from Easss Plate Institute, 218 N. Lee Sheet. Sure 312 Alenandrla. VA 22314. Park East B e East Sind. Tam a, Parke p33610 Job Truss Truss Type Cry Ply CARLTON 299 T77089640 hAI1412 A4 SPECIAL 1 1 Joh Reference o fional GhamOers i russ, Inc., ran Tierce, rL 4:00 F12 3x4 5 224 5x6 = 6 o. uo s mar r r 'U.. rat l arc Inouslrles, urc. rn may , , vtl:cv:Yo e ro ray. 1 ?h0_nM31c6VIJ9q-FxR09Y1TKEIKGZ70homJvB_SgLbV1NY6oZewWzFeBF 5a6 541 WB� 7 8 Scale: 3/16'=l' 16 15 3x12 3x5 = 3x4 11 S.B. — 2.00 12 - 4x10 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdetl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Ven(LL) -0.61 13 >709 360 MT20 244/190 TCDL . 7.0 Lumber DOL 1.25 -.BC 0.93 Ven(CT) -1.13 13 >383 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr ., YES WB 0.95 Horz(CT) 0.42 10 n/a n/a . BCDL 10.0 'Code FBC2017fFP12014 Matrix -MS Wind(LL) . 0.84 13 >513 240 Weight: 170Ib FT=20% LUMBER- BRACING- - TOP CHORD 2x4 SP M 30 - TOP CHORD .Structural wood sheathing directly applied or 2-6-11 oc pudins. BOT CHORD. 2x4 SP M 30 - BOT CHORD. Rigid ceiling directly applied or 2-2-0 oc bracing.., WEBS 2x4 SP No.3 WEBS 1Row at midpt 7-14 OTHERS 2x4 SP No.3 - Ar - REACTIONS. (lb/size) 2=13B6/0-8-0, 10=1386/0-8-0- - Max Harz 2=-207(LC 10) - - Max Uplift 2=-846(LC 12). 10=-846(LC 12) ' FORCES. fib) : Max. Comp./Max. Ten. - All forces 250.(lb) or less except when shown. - TOP CHORD 2-3=-3361/2183, 3-5=-2660/1831, 5-6= 2458/1735, 6.7=-2481/1719, 7-9=-5407/3513, 9-10=-5950/3765 - BOT CHORD 2-16=-1931/3146, 15-16=-1931/3146, 14-15=-1489/2515, 13-14=-3185/5191, _ - - - 12-13=-3510/5666,10-12=-3504/5656 _ WEBS-- 3-16=0/315, 3-15= 799/546, 5-14_ 344/260, 6-14=-731/1202,.7-14=r3120/2048; - 7-13=-1130/1972. 9-13=-559/376 - NOTES- 1) Unbalanced roof live loads have been considered for this design. ' 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf, BCDL=3.Opsf; h=1211; B=59h; L=36ff; eave=5ft; Cat. II Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7.3, Intenor(1) 2-7-3 to 18-0-0, Extedor(2) 18-0-0 to 21-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber. DOL=1.60 plate grip DOG7.60 3) All plates are MT20 plates unless otherwise indicated. 4),4) This truss has been defined 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. - 6) Bearing at joinf(s) 10 considers parallel to grain value using ANSIrPI 1 angle to grain formula. Building designer should verify capacity of bearing Surface. - - 7) Provide mechanical connection (byothers) of truss to bearing plate capable of withstanding 846 lb uplift atjoint 2 and 8461b uplift at joint 10. - - Thomas A. Albani PE No.39380 - MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: May 17,2019 Q WARNING -Verity design parameters end READ NOTES ON MIS AND WCLUDED MOEKREFERANCE PAGE 4fR-1473 rev. 101132015 BEFORE USE Design valid for use only with MTeM connectors. This tleslgn is based oNy upon parameters shown, and Is for an Individual building component not NU, a buss system. Before use, the building designer must verify me applicability of design parameters and properly Incorporate this design Into the overall buldingdesign. Bracing Indicated is to buckling mdvidual muss web and/or chord membem only. Addltbnal temporary and permanent bracing MiTek' prevent of Is always required for stability and to prevent collapse win oomble personal injury and property damage. For general guidance regarding the - ParkSesleNtl. 6904 Park Component fabrication, storage. delivery, erection and bracing of trusses and truss systems seeANSURII Guallh CmM e. DSO-69.and SCSI Building Compon Safely Infemsalbnavallable ham Truss Plate Insetute. 218 N. Lee Sheet, Sutte 312. Alexandria. VA 22 14. e Tama, EastO p - Job - Truss - Truss Type - Oty Ply CARLTON 299 T17089fi41 411412 A5. SPECIAL 7 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.13U S Mar 11 2018 MITek Industries, Inc. Fn May 17 09:24:47 2U19 Page 1 ID:kFvnsnOwY419ZhO nM3tc6ylJ9g.j74oNul54XtBuiicEVHY50WdPlxkmglHI ONU1_zFeBE }1-0- 8-fi-0 13-8-0 —1 24-6-0 28.9-4 36.0.0 - 3710.0 -0- e-SO 5-2-0 4-4-0 6-6-0 4-3-�. 7-2-12 4 0-U Scale=1:61.9 4.00 12 54 — 6 61 . 16 15 4x1u 3x5 = 3.4 II - -5xs — 2.00 F12 - 4x10 = - 8-&0 52-0 44.0 - i 43-4 7-2-12 Plate Offsets (X Y)- [2'0-1-2 Edge] 18'0-3-0 Edge] [10'0-2-10 Edge] [150=2-12 0-3-0]- LOADING (psi) SPACING-- 2-0-0 CSI. -DEFL. in (loc) Well Ltd. PLATES; - GRIP TCLL 20.0 Plate Grip DOL. 1.25 TC 0.60 - Vert(LL) .-0.61 13 >709 360 MT20 .2441190 TCDL -7.0 Lumber DOL 1.25 BC' '.0.93 Vert(CT) ,1.13 13 >383 240 MT18HS 244/190 . BCLL . 0.0 ' Rep Stress Incr. . YES WB 0.95 _ Horz(CT) ,OA2 10 n/a n/a - BCDL 10.0 Code FBC2017/TP12014. Matrix -MS Wind(LL) 0.84. -13 >513 240 Weight: 170 lb FT=20% LUMBER- BRACING- - TOP CHORD _ 2x4 SP M 30 - TOP CHORD. .Structural wood sheathing directly applied or 2-6-11 oc pur ins. BOT CHORD 2x4 SP M 30 - - BOT CHORD' Rigid ceiling directly applied or 2-2-0 oc bracing. - WEBS 2x4SP No.3, WEBS 1Row at midpt -7-14 - OTHERS - 2x4 SPNo.3 'REACTIONS. (lb/size) 2=1386/0-8-0, 10=1386/0-8-0 , Max Hom 2=-208(LC 10) -Max Uplift 2=-846(LC 12). 10=-846(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250.(lb) or less except when shown. TOP CHORD _ 2-3=-3361/2183, 3-5=-2660/1831, 5-6=-2450/1730, 6.7=-247211713, 7-9=-540713513, 9-10=-5950/3764 - - BOT CHORD .2-16=-1931/3146, 15-1fi=-1931/3146, 14-15=-148972515, 13-14=3184/5190, 12.13=-3510/5666,10-12=-3504/5656 WEBS 3-16=0/31513-15=-799/546, 5-14=-355/272, 6-14=-743/1219, 7-14=-3134/2058, 7-13=-1130/1972, 9-13= 560/375 NOTES- 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-16; Vult=165mph (3-second gust),Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ff; B=59ff; L=36ff; eave=5tt; Cat. II; E1re C; Encl., GCpi=0.181 MWFRS (directional) and C-C Eldedor(2) -1-0-0 to 2-7-3, Intedor(1 r2-7-3 to 18-0-0.'Exterior(2) 18-0-0 to _ 21-73 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1:60 3) All plates are MT20 plates unless othervAse indicated. - 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a -live load of 20.Opsf on the bottom chord in all areas where arectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 10 considers parallel to grain value, using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 846 lb uplift. at joint 2 and 846 lb uplift at joint 10. Thomas A. Albani PE 116.39399 MiTek USA, Ina FL Celt 6634 .69114 Parke East Blvd. Tampa FL 33616 . Date: - Job Truss Truss Type Oty Ply CARLTON 299 - T77089fi42 M11412 ATA ' COMMON 7 1 Job Reference (optional) Chambers Truss, Inc.. Fort Fierce. FL B.13U s Mat 11 2018 MlTek Industries, Inc. Fa May 17 U9:24AB 2019 Fagot I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g.BJeAaE2i rr?2VsHooDor _c3p79KOVMSRFt71 ZOzFeBD Scale =1:61.0 4.00 F12 5x6 6 17 lb -- -. 14 12 axe = 3x4 11 -4x6 = US = Us = 4x6 — 3.4 11 3xB = sa LOADING (psp SPACING- 2-M CSI. DEFL. in (loc) Udell L/d PLATES GRIP- TCLL 20.0 _ Plate Grip DOL 1.25 TC .0:53 Vo t(LL) -0.28 .14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC' 0.67 Vert(CT) _ -0.59 14-15 >730 240 . BCLL ..0.0 ', Rep Stress lncr YES WB 0.60 Horz(CT) 0.14- 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.3414-15 >999 240 Weight:. 1721bFT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 - -. TOP CHORD. _ .Structural wood sheathing directly applied or 3-2-15 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-0 oc bracing. WEBS ' 2x4 SP No.3 REACTIONS. (lb/size) 2=1436/0-8-0, 10=1436/0-8-0• Max Horz 2=-208(LC 10) - 'Max Uplift 2=-796(LC 12), 10=-796(LC 12) - FORCES. (lb) -Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. ' TOP CHORD '2-3=-0544/2053, 3-5=-2824/1651, 5-6=-2817/1766, 6-7=-2817/1766, 7-9=-2824/1651, 9-10=-3544/2053 - - BOT CHORD - 2-17=-1812/3323, 15-17=-1812/3323, 14-15=-097/2104, 12-14=-182613323, 10-12— 1826/3323 - WEBS 6-14=-569/1002,7-14=-299/279; 9-14=-783/581, 9-12=0/271, 6-15=-569/1002, 5-15=-300/279, 3-15=-782/581, 3-17=0/271 NOTES- 1) Unbalanced roof live loads havebeenconsidered for this design: 2) Wind: ASCE7-10;Nu1t=165mph (3-second gust) Vasd=128mph; TCDL=4:2psfl BCDL=3.Opsf; h=12ft; B=598; L=36N; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; I6VFRS (directional) and C-C Exterior(2)-1-0-8'to 2-7-3, Interior(1) 2-7-3 to 18-0-0, Extedor(2) 1S-0-0 to 217-3 zone;C-C for members and forces B,MWFRS for reactions shown; Lumber DOL=).60'plate gdp.DOL=1.60 3) 100.0Ib AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcu .ent with'any other live loads. 5) • This truss has been designed, fora live Ioad�+ N,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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 796 lb uplift at joint 2and 796111 uplift at - joint 10. - Thomas A. Albans PE No'39380 - Welk USA, Inc. FL Cert 6634 .. 6904 Parke East Blvd. Tampa FL 33BI0 Date: May 17,2019 Job Truss Truss Type Ply=CARLTONT17089643 M11412 ATB COMMON r Chambers Truss, Inc., Fort Fteree, FL B.130 a Mar 11 2018 MiTek Industries, Inc. Fin May 17 09:24:49 2019 Page 1 _ ID:kFmsnOwY419Zh0_nM3lc6ylJ9g-f W CZoa3Lc97v70RMwJOXpeI MZkbEo%aUXsa6szFeBC •11.0. &1-1 13-10.2 18-0.0 22-1-14 2740-15 36-0-0 37-0-0 14} 84-1 5-9-1 4.1-14 4-1-14 5-9-1 841 T7 0-U Scale = 1:60.9 4.00 12 5x6 = 6 - 6 d 3e5 3x4 II 3x6 = 6x8 =' hY8 = 3x6 = 3x4 11 3x5 = . AAA 1R-10.9 .16-9-n. 91.1n.n 994,14 27-1n-15 36-0.0 1� d r 1-3-14' 6-8-0 '. 0- - 4 5.9-1 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES" GRIP TOLL 20.0 PlateGrip DOL ' 1.25 TO 0.37 Vert(LL) -0.10 18-21 >999 360 MT20 244/190 TOOL 7.0 Lumber DOL .1.25 BC. 0.40 Vert(CT) -0.2218-21 >844 240' BCLL OA ' Rep Stress [nor - YES WB 0:68 Hord(CT) 0.02 15 rda n/a BCDL 10.0 Code- FBC2017/TPI2014 Matdx-MS Wind(LL) 0.1518-21 >999 240 Weight: 172111 FT=20% ' LUMBER- BRACING- ' TOP CHORD 2x4 SP M 30 - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4SP M 30 - BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS . 2x4 SP No.3 WEBS. 1Row at midpt '6-14 REACTIONS. All bearings 0-8-0. • - (lb) - Max Horz 2=-208(LC 10) - - Max Uplift All uplift 1001b or less at joint(s) 15 except 2=433(LC 12), 14=-866(LC 12), 10=-240(LC 12)' Max Grav All reactions 2501b or less atjoint(s) except 2=687(LC 21). 14=1635(LC 1), 10=399(LC 22),- 15=349(LC17) - - FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250.(lb) or less except when shown. _ - .TOP CHORD 2-3=-1239(757, 3-5=-437/333, 5-6=-432/448, 6-7=-272r/73, 7.9=-376(/78,, 9-10=-334/220 GOT CHORD 2-18=587/1178, 16-18=-587/1178, 12-14=-188/281,10-12=-188/281 WEBS 6-14=-1096/683, 7-14=-303/281, 9-14=-853/614, 9-12=-13/307, 6-16=-501/665, _ 5-16=-302/279,3-16=-890/616,3-18=-16/332 NOTES- - - - - - 1) Unbalanced roof live loads have been considered for this design. - 2) Wind: ASCE 7AO;.Vult=165mph (3-second gust) Vasd-128mph; TCDL=4.2psf;'BCDL=3.Opsf, h=12f ; 8=59ft; L--36f; eave-5ft; Cat. + - - II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to'2-7-3; 1nterior(1) 2-7-3 to 18-0-0. Exterior(2) 18-0-0 to 21-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip DOL=1.60 3) 106.01b AC unit load placed on the top chord, 18-0-0 from left end, supported at -two points, 6-0-0 apart. - 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between lhebottom chord and any other members, with BCDL= 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 15 except at=lb) 2=433, 14=866, -10=240. - a Thomas A Albani PE No.39380 MiTek USA, Ina FL Cart GB34 6904 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 QWARN/NG-Vedtyded opsr4meter4Bn4REAONOTES ON MEANOWGLUBEDMmEKREFERANCEPAGEMb7474mx. 10/234I015BEFOREUSE Design vol d for use only with MaekG connectors, This design Is based only upon parameters shown, and Is for an Individual building component. not a hum system. Before use, the building designer must verify the appllcabllify of design parameters and properly Incarcerate this design Into the overall bulding tleslgn&acing indicated buckling'of indlvidualhuss weband/orohortl members only. Atldleonal temporary and permanent bracing ' MiTek' prevent is always re'ulretl for stability andto prevent coliopse wim po_ Is personal lnlury antl property damage. For general guldance. regarding Me _ fobricotlon, storage. III "s", e,ec".n and bracing of pusses and puss systems "NSU1P11 GualMSyy CMe4a, OSa4lpand 8C51 Sul4hp Compenml 6904 Parke East BN4. Tampa, FL 33610 Satisfy Infermnlbmvolloble ham truss %ate Institute. 2" N. Lee Sheet, Suite 312, Alexontlrlo, VA 22314. Job - - Truss - Truss Type F city Ply CARLTON 299 - T17089644 011412 ATC COMMON 1 1 - Job i ereffo ti...I - Chambers Truss, Inc., Fort Fierce, FL e.l JU s Mar 11 Bind MI I eK I I ae:Z9Au zu I U r1 d 4.00 12. 5x6 = . 6 Scale = 1:60.9 3X6 - 6x8 = ' 3.6 3x5 '3x5 = - ' 3.4 II - 6x6 = - .3x4 11 - 8-1-1 13-10-2 152-0 22-J-14 22¢-7 27-10-1536-0-0 1-3-14'. 6-11-14 0- 9 5-8-8• LOADING (pso SPACING- 2-0-0 CSI. - DEFL. - in Doc) I/defl L/d PLATES GRIP -TCLL 20.0 , 'Plate Grip DOL 1.25 TIC 0.37 Vert(LL)-0:1018-21 >999 360 MT20 244119D TCDL 7.0 LumberDOL. 1.25 BC 0A0 Vert(CT) :0.2218-21 >844 240 BCLL 6.0 ' Rep Stress Incr YES WB 6.68 Horz(CT) 0.02 15 n1a Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.15 18-21 >999 240 Weight: 1721b FT=20% LUMBER- - - - 'BRACING - TOP CHORD 2x4 SP M 30 _ TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4SP M 30 -.. - BOT.CHORD. Rigid ceiling directly applied or 6-0-0 oc bracing. .WEBS .-2x4 SP No.3 - - WEBS. _ 1Row at midpt .. '6-14 REACTIONS. ' -All bearings 0-8-0 except jt=length)-14=0-11-5. - (lb) - Max Horz 2=-208(LC 10) -- - - Max_Upli t All uplift 100 lb.or less atjoint(s)' 15 except 2=-433(LC 12), 14=866(LC 12), 10=-240(LC 12) - Max Grav All reactions 2501b or less at Joints) except 2=687(LC 21), 14=1635(LC 1), 10=399(LC 22), - -. 15=349(LC'17) - FORCES. (Its) - Max. Comp./Max. Ten. - All forces 250.(Ib) or less except when shoyyl. - TOP CHORD 2-3- 1239/757, 3-5=-437/333, 5-6=-432/448; 6-7=-2721773, 7-9=-376/778, 9-10=-334/220 BOT CHORD . 2-18=-587/1178, 16-18=-58761178, 12-14=-188/281,10-12=-188/281 WEBS .- 6-14=-1096/683, 7-14=-303/281; 9-14=-853/614, 9-12_ 13/307, 6-16=-501/665, :.. 5-16=7302/279, 3-16=-890/616, 3-18=-16/332 - - - - - NOTES-- 1) Unbalanced moflive loads have been considered for this design. - - - 2) Wind: ASOE7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Ops1; h=lM; B=59fb L=36ft; eave=5f; Cat.. - 11; Exp-C; Encl.; GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 tot-7.3, In1erior(1) 2-7-3 to 18-0-0, Exterior(2) 18-0-0 to - 21=7-3 zone;C-C for members and forces & MW FRS foiFee ctions shown;'Lumber DOL=1.60plate grip DOL=1.60 . 3)100.011, AC unit load placed on the top chord,18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother live loads. - - - - 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will tit between the bottom chord and any othegmembers, with BCDL= IO.Opsf: 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15 except at=lb) - 2=433, 14=866, 10=240. .. ... ... ... - . .. � Thomasti Alban! PE No.39389 MiTek USA, Inc. FL Carl 8694 69D4 Parke East Blvd. Tampa FL 33610 .. .. . Date: . . May 17,2019 O WARNING-Vetlfy Design paramefereand READ NOTE50NTN/SAND INCLUDED MMEKREFERANCE PAGE M67473...112 20f5 BEFORE USE Design valid for use only with M7ek® connectors. Bits design is based only upon porometers shown, and is for on individual building component, not - ahum system. Before use, the building designer must verity Me applicability of design parameters and properly Incorporate this design info the overall tlussweb only. Additional temporary and permanent bracing Mel(... building design, Bmcing indicated is to prevent buckling of individual and/or chortl members is always required for stability and to prevenicollapse with possible personal Injury and property damage. For general guidance reddldhg the .. fabrication, storage. deliver, erection and bracing of hums and truss systems, seeMSVIPl1 Quality Cr8nla. DSB49.atd SCSI Building Component ' 69N Parke East B;qd. Safory Informalbravailable from From Plate Institute. 218 N. Lee Street, Suite 312. Mexondrla, VA 22314, Tampa. Fb 33610 Job Truss - Truss Type - Cry Ply CARLTON 299 - -N T77089645 (v111412 BHA COMMON 1 1 Job Reference (optional) Chambers I hiss, Inc., non Pierce, FL 6.1JU s Mar 11 2018 MiTek Industries, Inc. Fn May 17 09:24:52 2019 Page 1 ID:kFvnsnOwY419Zh(DnM31c6ylJ99-45uhOc5Dv4VT_UaZ13sj9SES6mkoR7t0AV5RB2FBB9 1-0 B-O-0 120-0 14-0-0 15-60 1e-0-0 '20-40 22-0-0 -10-5 2B-0o0 36-0-0 7-0- 1-0- 8-0-0 4-0-0 SO-0 18-0 -6 2-0-0. 2.06 2-0-0'0-1045 4-0-0 8-0-0 1- t-t-1 TOP CHORD MUST BE BRACED BY END JACKS, Scale:3H6'=l' ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. '� 5x6 = 4.00 12 �1 2 o� Us = 7x10 MT1811S 57 28 3.6 II 4V _. 9 5 - 27 28 4x6 = like = Q' 7x10'C 2 24 . 23 6x8 = 3.6 II 4.3x6 = 8-0.0 15-6-0 22-10-15 28-0-0 36-0-0 R.n-n 7 an a.a-tR s-1.t 4 - R-n-n 21 22Jt1N d 3.5 = Plate Offsets (X Y)-- r2:0-0-2 Edgel r3:0-3-8 Edge) rl l:0-3-00-3-01. (20:0-3-8Edoe1 121:0-2-8 Edoel f25:0-3-8 0-3-01 LOADING (pso SPACING 2r0-0 CS]. DEFL. in (loc), Well Ud PLATES GRIP TCLL ' 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.14.28-31 $999 360 MT20 244/190 TCDL 7.0, Lumber DOL 1.25 BC 0.56 Ved(CT) -0.2523-34 >619 240 - MT78HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.83 Horz(CT) 0.04 . 21 - . Na rda BCDL 10.0 Code FBC20177TP12014. Matrix -MS Wind(L-) 0.20 28-31 >909 _ 240 Weightr2081b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-2-12 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling"dimcdy applied or 6-0-0 oc bracing.. WEBS 2x4 SP No.3 WEBS 1Row at midpt -, 20-25 - ' _ -2 Rows at 113 pts 3-26 JOINTS 1 Brace at Jt(s)i 8, 4, 14, 16, 18 - REACTIONS. All bearings 0-8-0 except at=length) 25=0-11-5. - (Ib) -,Max Hum 2=-206(LC 6) Max Uplift All uplift 1001b or less atjoint(s) except 2=-583(LC 8), 26=-1557(LC 8). 25=-1259(LC 8). - 21=-455(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=989(LC 13), 26=2911(LC 13), 25=2457(LC 14), - 21=757(LC 14) - FORCES. (Ib) - Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-2242/1142, 20-21=-1473/724, 3-4=-213/718, 4-6=-218(718,6-8=-213/718, - 8-10=-2137718, 10-11= 2137718, 11-13=-213(718,13-15=-213/718,15-17=-213A18, . 17-19.=87/610; 19-20=-87/610, 3-5=-199/A22, 5-7=112/391, 7-9- 33/344, 12-14=0/257, 16-18>67/301-,,18-20=-206/363 - BOT CHORD. ' 2-28=-971/2236, 26-28=-922/2090, 25-26=-855/521, 23-25=-516/1204, 21-23=-569/1344 WEBS 8-26=-1333/1008, 17-25=-979/756, 3-28=419/1254, 3-26=3236/1698, 20-23=-458/12101, - 20-25=-2385/1201, 9-10=-706/569, 6-7=307/241, 15-16=462/372,18-19= 497/418 NOTES- '1) Unbalanced roof live loads have beer considered for this design. 2) Wind: ASCE7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsk h=12R; B=59ft; L=36ft; eave=5ft;-Cat. II; Exp'C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. A� All plates are MT20 plates unless otherwise indicated. - 5J All plates are 3x4 MT20 unless otherwise indicated.. 6) This truss has been designed for a 10.0 par bottom chord live load rionconcurrent 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 beating plate capable of withstanding 583 lb uplift at joint 2, 1557 lb uplift at joint 26, 1259 lb uplift at joint 25 and 455 lb uplift at joint 21. - 9) Girder Carnes hip end with 8-0-0 end setback. 10) Graphical pudin representation does not depict the size at the orientation of the pudin along the top and/or bottom chord. _ 11) Hari or other connection device(s) shall be provided sufficient to support concentrated load(s) 967111, down and 461 Ib up at 28-0-0, and 967 It, down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of otliArs. 12) In the LOAD CAS ) section, loads applied to the face of the truss are noted as front (F) or back (B). ®P Thomas A Albani PE Nc.39380 MiTek USA, Inc. FLted 6834 6904 Parka East Blvd. Tampa FL 33BI0 Data: Mav 17.2019 rid ANARNING-VeNty Ceslgr,xvsmefersenCREADNOTES ON 7N15 AND INCLUDED aB7EKREFERANCEPAGEMO74nJm.. faDaQDISBEFOREUSE Design valid for use only with Mileld]) connectors. This design Is based onlyLpon parameters shown. and Is for an MdrAdual building component, not o truss system. Before use, the building designer must verify Me applicability of design parameters antl properly Incorporate iha Cajon Into ale overall bulldingderign, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanentbracIng MiTek' Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding Me .fobricor, ion, storage, delivery, erection and bracing of Lasses and truss systems• seeANSIMII QuaOy Oltenia, OSE49. and SCSI Building Component 6904 Parka East Blvd. Safety Informalbrnvarcele item Truss Flute Vatitute, 218 N. Lee street Sulk 312, Alexandra, VA 22314. Tampa, FL 33610 Job - Truss Truss Type Cry Ply=Refemnce - T77089645 P11412 BHA COMMON � � 1 Chambers I rose, Inc., Fort Fierce, FL d.TJU S Mar 11 ZUI8 MI I eK Inaaslrle5, Inc. Fn May 11 UB:24:bZ ZU1B rage Z - ID:kFvnsnOwY419Zh(DnM3lc6y1J9g-45uhOc5Dv4Vr_UaZ13sj9SES6mkoR7tOAV5FiBzFe89 LOAD CASE(S) Standard ' - - - 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 . Uniform Loads (plo Vert: 1-3=-54, 20-22=-54, 26-29==20, 23-28= 47(F= 27), 2332=-20, 3-12=-126(F=-72), 12-20=-126(F=-72) Concentrated Loads (lb) - Vert: 28=-641(F) 23= 641(F) - - - m Q WARNING -VeNiPdea/9e parametersantl BEAD NOTES ONTNISAND INCLUDED MIFENBEFEBANCEPAGEIffli 3 ree. 1110=015BEFOBE USE Design valid for use only with Mfrek® connectors. This design is based only upon parameters shown, and 6 for an Individual building component, not o.tmss system. Before use, the building designer must verity the applicability of design parameters and propef�y Incorporate this design Into the overall " buddingdeslgn. Bracing Indicated is to buckling Individual truss web and/or chord members orgy. Addiflonaltemporeryondpermaneotbrocing MOW prevent of S always recall for stobllity, and to prevent collapse with possible personal injury and proper, damage. For general guidance regarding the fabrication storage. delivery. erection and bracing of trusses and truss systems, seeANSUIPil CudOy Creedal DS849. and SCSI adding Component 6904 Parke East eNE. " Safely Informo6ornvoiloble from Truss Nate Institute. 218 N. We Street Suite 312: Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type - Oly Ply CARLTON 299 ' T17069646 M11412 GRA HIP - 1 1 _ Job Reference (optional) (:bambers I russ, Inc., ron I'Il rl a.1JU 5 Mar 11 2Ulu MI lax Industries. Inc. rn III 1I UYZR:b3 zunu race 1 5x8 MT18HS= 4.00 12 3x4 II '3 22 23 24 264'26 5x8 = . 3x4 11 5x8 MT18HS= 27 . 5 28 629 30 31 32 33 7 Scale=1:61.9 is 34 14 ' 13 35 36 _ 37 3B 12 39 11 40� 10 " 3.5 = 3x4 11 Axis 6ir12 = - 6x12 = 46 = 3x4 11 _ 3x5 7-10-0 13, 224-0 r 1 ce an zmn Plate Offsets(XY)-- 13:0-5-4,0-2-81I5:0-4-00-3-01 P:0-5-40-2-81 -- ---- -- -- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ipc) I/defl L/d ' PLATES - GRIP TCLL 20.0 _ Plate Grip DOL 1.25 TC 0.71 Ven(LL) -0.21 12-13 >999 360 MT20 2441190 TCDL 7.0 lumber DOL 1.25 - BC 0.76 .- Vert(CT) -0.44 12-13 >609 240 MT18HS 2441190 ' BCLL 0.0 - Rep Stress Incr NO WB 0.84. Hom(CT)" 0.06 8 - n/a Na - SCDL 10.0 Code FBC2017/TPI2014 Matril Wind(LL) 0.22 10-21 - >999 - 240 Weight: 161 lb - FT=20% LUMBER- - - BRACING - TOP CHORD. 2x4SP M 30 TOP CHORD Structural wood sheathing directly applied or3-4-6Der pudins. _ - BOT'CHCRD. 2x4 SP M 30 BOT CHORD _ Rigid ceiling directly applied oc5-7-0 oc bracing: WEBS , 2x4 SP No.3 `Except` WEBS 1 Row at midpt , ' 3-13, 5-13 - - - 4-13,6-12: 2x6 SP No.2 REACTIONS- (Ital-2=398/0-8-0, 13=3546/0-8-0, 8=1252/0-8-0 - Max Horz 2=-97(LC 6). _ Max Uplift 2=-292(LC 8), 13=-2107(LC 8), 8=-799(LC.B) _ _ - . Max Gmv 2=417(LC 17), 13=3546(LC:1), 8=1256(LC 18) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250.(lb) or less except when shown. . . -TOP CHORD 2-3=-369/211, 3-4— 115812051, 4-5=-116812051, 5-6=-2318/1425, 6-7=-2318/1425, ' 7-8=-2981/1789 - - - - - - BOT CHORD 2-16=-196/311, 13-15=201/342, 12-13=-246/452, 10-12=-158812818, 8-10=-157812786 WEBS 3-15=-181/648,3-13=-2568/1568,4-13=-640/587;5-13=-2900/1855, 6-12=-117212196, .. 6-12=-611/569, 7-12=-558/375,7-10=-184/651 - - NOTES- _ - 1) Unbalanced most live loads have been considered for this design. ". 2) Wind: ASCE 7-10;'Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psk BCDL=3.OpsC h=12fl; B=59f ; L=36ff; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.16, MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 - - - - 3) Provide adequate drainage to prevent water ponding. - ; - 4) All plates are MT20 plates unless otherwise indicated.- 5) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. - 6) `This truss has been designed for alive load of20.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 292 lb uplift at joint 2. 2107, fb uplift at _ - joint 13 and 799 lb uplift at joint 8. - -8) Hanger(s)or other connection device(s) shall be provided sufficient to support concentrated load(s) 137 (b down and 301 Ib up. at - 7-10-0, 103 Ib down and 170 Ib up at 10-0-12, 103 lb down and 170 lb up at 12-0-12, 103 lb down and 470 it, up at 14-0-12, 103 lb _ down and 170 lbup at 16-0-12, 103 lb down and 170 Its up at 18-0-12, 103 He down and 170 Ib up at 19-11-4, 103 lb down and 170. .... - __ ". lb up at 21-11-4, 103 fb down and 1701b up at 23-11-4, and 1031b down and 1701b up at 25-11-4, and 1371b down and 30i.Ib up -- at 28-2-0 on top chord, and-340 to down and 223 lb up at.7-10-0, 77 lb down and 1 lb up at 8-0-12, 77 Ib down .and A lb up ai .. 10-0-12, 771b down and 1 Ib upat 12-0-12, 771b down and 19b up at 14-0-12, 77 Ib down -and 1 Ib.up at 16-0-12, 771b down antl . 1 lb up at 18-0-12, 77 lb down and 1 ID up at 19-11-4, 77 lb down and 1 lb up at 21-11-4, 77 lb down and 1 lb up at 23-114, 77lb Thomas A All PE No.39380 down and 1 Ib up at 25-114, and 77 lb down and 1 lb up at 27-114, and 340 lb down and 2.23 lb up at 28-2-0 on bottom chord. Miliek USA, Inc. FL Cert 6634 The designtselecfion of such connection device(s) is the responsibility of others. - 6904 Parke East Blvd. Tampa FL33610 - 9) In the LOAD CASES) section, loads applied to the face of the truss are noted as from: (F) or back (B). Bale: . . - . LOAD CASE(S) Standard -- - Wy 17,2019 O WARNING-Ventytleslgn peramerersanO REAONOTES ON THIS AND INCLUDED MIrEKREFERANCEPAGEMD74nmre laumanISHEFOREUSE Design valid for use only with miner connectors.lhis tlesign is based onfy upon parameters shown, and is for an lndiivltlual building component not _ - a truss system. Before use, ire building designer must verify the applicability of design parameters and properly Incorporate this design Into me overall balding design, Bracing Indicated h to prevent buckling of individual suss web and/or chord members only. Addltlonal temporary and permanent bracing Is always required for stability and to preward colloxie with Cossible personal Injury and property damage. Far general guidance regarding the MiTeW. - 6904 Parke East Blvd. fabrication storage, tlelNeW. erection and bracing of trusses and truss systems, seeANSUM11. Quallry Cri DSB4e.and SCSI Bull Component . I'll Infarmallomvarable from Truss Plate Institute, 218 N. We Street. Suite 312. Alexontlrio. VA 22314. Tampa, FL :33810_ Job Truss Truss Type Oty Ply CARLTON 299 T77089646 M11412 GRA HIP - 1 i - Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Fri May 17 09:24:53 2019 Page 2 ID:kFvnsnOwY4I9Z O_nM3lc6 ylJ9g-YHS3dy6sgNdKcd9mbmOyhfmd4A1vAZOAP9goFezFeBB LOAD CASE(S) Standard - 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-7=-54, 7-9=-54, 16-19=20 .. - Concentrated Loads (Ib) _ Vert: 3=-137(B) 5=-103(B)7=r137(B) 14=-49(B) 15=-389(B)90=-389(B) 11=-49(B)22_ 103(B) 24=-103(B)26= 103(8)27=-103(B) 28=-103(B) 29— 103(B) 31=-103(B) 33=-103(B) 34=-49(B) 35=-49(B) 36=-49(B) 37=-49(B) 38=-49(B) 39=-49(B)40=-49(B) Job Truss Truss Type Cry Ply CARLTON 299 T17089647 M11412 J2 MONO TRUSS � 8 1 Job Reference o banal Unaphi I russ, Inc., ran nerce, rL a.13u s Mar 11 2U1 B MI I eK I0au5mes, Inc. YO May 1 / U9:24:b4'LU19 rage 1 ID:kFvnsnOwV419Zh0_nM3Ic6ylJ9g-OT?RrH7URhIBDnky9UvBEtJwBaW WDKJepaLn4zFeB7 2-0-0 2-0-0 Scale = 1:7.8 - 4.00 12 2 \ _ 3x4 -200 - - 2-0-0. LOADING (psf) SPACING- 2-0-0 CSI: DEFL. in '(loc) Udell Ud - PLATES, GRIP - TCLL-"" 20.0 Plate Grip DOL 1.25 _ TC 0.18 Ven(LL) -0.00 . 7 >999 360 MT20 - 244/190 TCDL- 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00. 7 >999 240 - BCLL 0.0 ' Rep Stress trier YES WB .0.00 Horz(CT) '-0.00 3 n1a. n/a - BCDL 10.0 Code FBC2017ITP12014 Matni -- Wind(LLj 0.00 7 >999 240 - Weight: 8lb FT=20% -LUMBER- - - 'BRACING- - - TOP CHORD 2x4 SP No.3 - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=37/Mechanical, 2=141/0-8-0, 4=22i'Mechanical Max Horz 2=67(LC 12) - - - Max Uplift3=-27(LC.12), 2=-136(LC 12), 4=-3(LC 9) -- - _ Max Grav 3=40(LC 17),2=141(LC 1), 4=31(LC 3) ; ' FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- - _ 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mpb; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; 13=59H; L=361t; eave=5ft; Cat. - II; Exp-C; Encl., GCpi=0:18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions - shown; Lumber DOL=1.60 plate grip DOL=1.60 - - - 2) This truss has been designed for a 1D.0 psf bottom chord live load nonconcument with any other live loads. - - 3) *The truss has been -designed for alive load of 20.0psf orl bottom chord in all areas.where a rectangle 3-6-O.tall by 2-0-0 wide will fit between the bottom chord and any other members: - 4) Refer to girder(s) for truss to truss connections.- 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift at joint 3, 136 lb uplift at Joint - 2and. 3lbuplift atjoint 4. - - - -- - - _ - Thomas A. Alban PE N6.39380 fill ek USA, Inc. F1 Carl 6634 Si Parke East Blvd. Tampa FL 33810 - . Dater - May' 17,2019 WARNING -Verrly CSslgnparametos.rd READNOTES ON THISAND INCLUDED MIIEKHEFEFANCEPAGEMHH7Tore¢ 1ND3,2015BEFONE USE "' sig Den volld for use only with Mnk® econectoa. nthis design k based only upon parameters shown, and is for an Individual building component, not ��• a truss system. Before use. the building designer must verify the oppllcabilityof design parameters and properly Incorporate this design into the overall "buldingdesigo„ Bracing indicated lsto prevent buckling of lndlvldvol truss web and/or chord members only. Additional temporary and pennanenibraeing Is always required for stability and to preventcollame with possible personal may and property damage. For general guidance regarding the - "fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSVTP11 CuaBW Criteria, DSB49 and DOI Building Component - Safety NfolmatblWoiloble from Truss Plate Institute. 218 N. Lee Street Suite 312; Alexandria, VA 22314. - .. M!T®k•.... .. 69N Parke East Bale. Tampa, FL 33610 Job Truss Truss Type Dry Ply CARLTON 299 T77089648 M11412 J4 MONO TRUSS 8 1 Joh Reference o tional Unaill i was, im, r0n, rieme, rL IVlar 1 r zU I a MI i aK Ina115R1e6, IaC. rrl rviay .1 vn:w:ar lure ray. r ID:kFvnsnDwY4I9ZhCQnM3lc6ylJ9g.OT7RrH7URhIBDnky9UvBEtJt6aSFvDKJepaLn4zFeB7 4-0-0 4-0-0 Scale = 1:11.1 PL s5 SO .- e - 4-0.0_- 4-D0 LOADING (psf) -SPACING- - 2-0-0 CS]. DEFL. in (toe) Vdefl Ud PLATES GRIP - TCLL 20.0 Plate Grip DOL 1'25 TC 0.37 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL - 7.0 Lumber DOL 1.25 BC 0.37---Vert(CT) . -0.024-7 >999 240 BCLL 0.0 ' Rep Stress [net YES - WE 0.00 Horz(CT) -0.00 3 r1/a, n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.02 4-7 >999 '240 Weight: 14 lb FT=20% LUMBER.' _ BRACING - TOP CHORD 2x4 SP No.3 - TOP CHORD Structural wood sheathing directly applied or4-0-0 oc puffins. BOT CHORD 2x4'SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 ob bracing. - REACTIONS. (fib/size) _ 3=87/Mechanical, 2=2D4/0-8-0, 4=49/Mechanical - - . Max Horz 2=102(LC 12) Max Upliff3= 77(LC 12), 2=-159(LC 12); 4=-7(LQ72) Max Gmv 3=91(LC. 17), 2=204(LC 1), 4--1 3) ' FORCES. (Ib) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. - - - NOTES- 1), Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psfl B6DL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5tt; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Ekterior(2) -1-0-0 to 2-7-3, Intedor(1) 2-7-3 to 3-10-4 zone;C-C for members and farces-8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 - 2) This truss has been designed for a 10.0 psf bottom chord live load nunconcument with any other live loads. - .3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-O.tall by 2-0-0 wide .. will fit between the bottom chord and any other members. - - - _ 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 771buplift at joint 3, 159 lb uplift at joint - 2 and 71la uplift at joint 4. _ Thomas A'Alban! PE No.39380 - MiTek USA, Ina FL Cott 6634 - 6904 Parke East Blvd. Tampa FL 33510 Date: May 17,2019 0 WARNING- lienry Eeslgn'yaramefen and READ NOTES ON MIS AND INCLUDED MmEKREFERANCE PAGE 11110-74irli 1NOY1059EFORE USE. Design valid for use only with Nine&connectors. This design Is based only upon parameters shown, and Is,/or on Individual building component,not - �'• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulldingdesign, Bracing Indicated is to prevent buckling of Individual mas web and/or chord members only. Addiflonal temporary and pemranentbrocing By MiTek`. Is always required for stability and to prevent collapse with posslDle personal Injury and properly damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and huss syslems seeANSVWI1 Cuallh Creedal, DSB49 and Bul Building Component _ 6904 Parke East Blvd. Safety Informallonovailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312 Mexcri VA 22 1A. Tampa, FL M610 Job Truss Thus Type - Cry Ply CARLTON 299 - T170B9649 M11412 J6 MONO TRUSS, 8 1 ' Jab Reference (optional) unamaer6 I m6s, Inc., ran rlerce, rL -1-60 1-0-0 _ 1 o"u s mar l l ZUTe mi i ex Measures, mc. rn may l/uv;a4:aa ZVTN rage ID:kFvnsnOwy419Zh0 nM31c6ylJ9g-UgZg2d86C7t2WBiBQRn4s2Dzg9egaTsTJvJWzFeB6 6-0-0 6.0-0 Scale =1:14.6 3x4 = 4 6-0-0 LOADING (psf) 'SPACING-- 2-0-0 CSI. DEFL. in Qoc) Well Ud PLATES GRIP `TCLL 20.0 Plate Grip DOL 1.25 TC 0.35• Vert(LL) -0.05 4-7 >999 360 244/190 .TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.11 4-7 >652 240- •MT20. - BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 We . Na _' BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.11 4-7 >639 240 Weight: 2016 FT=20% LUMBER- BRACING - TOP CHORD -2x4 SP M30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. - BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied'or 10-0-0'do bracing. REACTIONS. (lb/size) 3=142/Mechanical, 2=275/0-8-0. 4=70/Mechanical - - Max Hom 2=140(LC 12) - Max Uplift 3=-129(LC 12), 2=-192(LQ 12), 4=-8(LC 12) Max Gmv 3--148(LC 17), 2=275(LQ 1), 4=100(LC 3) .. FORCES. (lb) --Max. CompJMax.Ten. - All forces 250(lb) or lessexcept when shown. - - NOTES- - - , 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDLA.2psC 66DL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. _ II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exierior(2) -1-0-0 to 2-7-4, Intedor(1) 2-73 to 5-10-4 zone;C-C for members and forces & MWFRS forreactions shown; Lumber DOL=1,&0 plate grip DOL=1.60 2) This truss has been designed for a 10.0 ps( bottom@W live load noncondurrent with any other live loads. 3) `This truss has been -.designed for a five load of 20.Opsf onlhe bottom chord In all areas where a rectangle 3-6-0tall by2-0-0 wide will fit between the bottom chord and any other members. - 4) Refer to girder(s) for truss to truss connections.- 5) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 129 lb uplift at joint 3, 1921b uplift at - - -joint 2 and 81b uplift at'joint 4. • .. - - - - Thomas A. Alban! PE No.39390' - - MlTek USA, Inc. FL Cert 6834 69M Parka East Blyf. Tampa FL 33610 - . Data: May 17,2019 O WARNWG- Vedlydeslgn parameters end READ NOTES ON TNIS AND INCLUDED MFIEK REFERANCE PAGEM11-74" rev. 10032015 BEFORE USE. .At ' Design volid for use only with MTek0 connectors: This design Is based only upon parameters shown, and is for an IndMdual building component, not a truss system. Before use. the building desll must verity Me applicability, of design parameters and prop€Ily Incorporate this deslgn Into the overall bulldingdeslgn. Bracing indicated is to prevent buckling of lndMdual truss; web and/or chord members only. Addltlonattemporary, and permanent bracing MiTeIC Is always required for stability and to prevent collapse with possele personal Injury end property damage. For general guidance regarding Me. 6904 Palle East Blvd.fob0aation, storage. calvary, erection and bracing of Musses and truss systems, %eANSVMIt QualityCrEerria. D5849 and SCSI BWtlhD Component Tampa, FL 33610 Safety lntolmatblrrvallable From Truss Plate lnsSMe. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Job - Truss Truss Type Dry Ply CARLTON299 T77089650 M11412 Je MONO TRUSS 11 1 ' Job Reference (optional) cna ini I russ, Inc., ron rlerce, rL 00 1-0-0 nay ayo , ID:kFvnsnOwY419Zh0_nM31c6ylJ9g-ys7CGzBkzl?vT5uLGuxgJ109wN64N7pc573SryzFeBS B-0-0 8-0-0 Scale= 1i17.4 3x4 - 7-0-0 - - — '- 7-0-0 - 1.0.0 - LOADING (psf) SPACING- 2-1 CSI. DEFL. - in (lac) Vdefl "Ud PLATES GRIP TCLL .' 20.0 Plate Grip DOL. 1.25 TC 0.61 -BC ,' Ven(LL) -0.14 4-7 >676 360 MT20 2441190- TCDL ' '7.6 Lumber DOL _ 1.25 0.47 Vert(CT) -0.30 4-7 >310 240 BCLL .6.6 ' Rep Stress Incr - YES WB 0.00 Horz(CT) -0.00 . 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014. Matrix -MP - Wind(LL) 0.26 4-7 .>368 240. _' Weight: 26Its FT=20% LUMBER- - BRACING- ' TOP CHORD 2x4'SP M 30 TOP CHORD. .Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M-30 BOT CHORD',' Rigid ceiling directly' applied or 10-0-0 oc bracing. - . REACTIONS. (lb/size) 3=188/Mechanical, 2=348/0-8-0, 4=99/Mechanical'- - Max Harz 2=178(LC 12) - - - ' - -. Max Uplift 3=-174(LC 12), 2=-226(LC 12)', 4=-13(LC 12) 'Max Grav3=195(LQ 17), 2=348(LC 1), 4=14113) FORCES. (Ib) - Max. Comp./Max. Ten. :All farces 2561 less except when shown. -, -•. - _ NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (37second gust) Vasd=128mph; TCDL=4.2psf; BCl5tls,-3.0psf; h=12H;:B=59ft; L=36ft; eavei Cat. - II; Expi C Encl., GCpi=0.1& MWFRS (directional) and C-C Exterior(2) -1-0-0 tot-7-3, Interior(1)2-7-3 to 7-10-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 -, 2) This truss has been designed iota 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been.designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-020 wide - - - ` will fit between the bottom chord and any other members:- .4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 174.Its uplift at joint 3, 226 lb uplift at joint-2 and 131b uplift at joint 4. - - - ,. 4b .. . . Thomas A'Mbanj PE 116.39390 . MiTek USA, Inc. FL Celt 6034 -- .. 9904 Parke East Blvd. Tampa FL33610 -. - - Date: - - May 17,2019 Q WARNING -Vedfydes/ga parannefemand READ NOTES ON THISANDINCLUDED MNEKREFERANCEFAGEM1P74TJree lo4W2015 BEFORE USE e - - • Design valid for use only with NIconnectors. iNs design is based only upon parameters shown, and is for on individual raising component. not �'• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buiidingdesign. Bracing lndlcatedistoprevent buckling ofindividual hassweband/or chord members only. Additional temporary and permanent bracing MiTek•'.. Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the: -. storage. delivery. ers• ection and bracing of Lusses and truss systemSeeANSU1P11 Quality Criteria, DSB-89, and SCSI Building Component . I. Blvd.fabrication, PaticCriteria, EastBl Safety infomlutionavoilable from Truss pate Institute, 216 N. Lee Street Suite 312; Alexandria, VA 22314, Tampa. FL P Job Truss Truss Type Dry Ply CARLTON 299 T17089651 M11412 JAB MONO TRUSS 11 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 6.13U s Mar 11 2018 MiTek Industries, Inc. Fn May 17 09:24:55 2019 Page 1 ID:kFvnsnOwY4I9Zh0 nM3lc6ylJ9g-ys7CGzBkzl7vT5uLGuxgJ109PN6PN7pc573SryzFeBS 7-10.0 7.10.0 Scale = 107.2 3x4 = - 4 Plate Offsets (X Y)- [2:0-1-14 Edge] - - - - - - --- -- - LOADING (psf) ;SPACING- 2-wo CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate GripDOL 1.25 TC 0.58 Vert(LL) -0.13 4-7 >721 ' 360 MT20 244/190 TOOL 7.6 Lumber DOL 1.25 BC 0:45 Vert(CT) -0.28 -4-7 >331 240 BCLL 0.0 ' Rep Stress Incr YES WB .0.00 Hom(CT) -0.00 3 rda n/a BCDL 10.0 Code FBC2017/rP12014. .. Matrix -MP Wind(ILL) 0.24 4-7 >392 240 Weight: 261b FT=20% LUMBER- BRACING- ' TOP CHORD 2x4 SP M 30 .. TOP CHORD .Structural wood sheathing directly applied of 6-0+0 oc pudins. BOT CHORD 2x4 SP M 30- BOT CHORD. Rigid ceiling directlyapplied or 10-M oc bracing. - REACTIONS. (lb/size) 3=184/Mechanical, 2=342/0-d-0, 4=97/Mechanical , Max Harz 2=175(LC 12) - Max Uplift 3=-170(LC 12), 2=-223(LC 12), 4=-13(LC 12)'- Max Grav 3=191(LC 17), 2=342(LC-1), 4=138(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250,01a).lifliless except when shown.. NOTES- - 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL--4.2psfp BCDL=3.Opsf; h=12ft; B=59ft; L=36tt; eave=5ft; Cat. II; Exp Q Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-3, Interior(t) 2-7-3 to 7-8-4 zone;C-C for - members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 _ - 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. t: - 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide - - will fit between the bottom chord and any other members: - 4) Referto'girder(s) for truss to truss connections. 5), Provide mechanical connection (by others) of truss to bearing plateLapable of withstanding 170 lb uplift at joint 3, 2i S lb uplift at - joint 2 and 13 lb uplift at joint 4.. - e _ a Thomas AAlbani PE Nb.39360 , MiTek USA, Inc. FL Cert6634 - 6904 Parke East Blvd. Tampa FL 33610 Data: Job - Truss Truss Typo Oly Ply _ T77089652 M11412 KJ8 MONO TRUSS 2 1 �CAIILTON291 ' ' Job Reference (opliona0 Chambers Russ, Inc., I.Ort Pierce, 1-L -1-5-0 10 13 0.13U 5 Mar 11 201 B MITek Indmtnes, InC. 1-n May 17 09:24:57 2019 Pagel 19ZhOJ M3lc6ylJ9g-O2haTJ9Mkc7m4FTXgcSv VxOynWn6VOKno00PzFeB4 2.63 12 - 3x4 5 - 12 3 11 H. 14 6 15 2x3 II 3calek 3x4 = 5 - 727 - 11-0-12 - - t -30 - 7-2-7 3-10-5 -2-4 LOADING (psQ SPACING- 2-" CSI. ' ' DEFL. -in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 - Verl(LL) -0.05 - 6-9 !999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.10, 64 >999 240 BCLL 0.0,• _ Rep Stress In& .NO WB 0.35 Hom(CT) -0.01 5 n/a We BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL)' -0.04 6-9 >999 240 Weight: 441b FT=20% 'LUMBER- :BRACING- -- .TOP CHORD h4 SP M 30 _ TOP CHORD - Structural Wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4SP M 30 - - BOT CHORD :Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS Ib/ 4-90/M- h' 1 2-462/0 11 5 5-406/M h' I ( size) - ec anlca, - , = ec anlca Max Hoe 2=178(LC 8)- _ Max Uplift 4=-102(LC 8); 2=-187(LC 8), 5=-118(LC 8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3— 866/230 -' BOT CHORD 2-6=-234/833, 5-6=-234/033 WEBS. 3-6=0/287,3-5=-913/257 - - NOTES-,- - - 1) Wind: ASCE 7;10; Vult=165mph (3-second'gust) Vastl=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft: L=36ft(eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1:60 - - 2) This truss has been designed for a 10.0 psf bottom chord liW load rlonconcurrent with anyother live loads. - .. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the 6odom chord and any other members. 4) Refer to girder(s) for truss to truss connections.. - - - 5) Provide mechanical connection (byothem) of truss to bearing -plate capable of withstanding 102 lb uplift at joint 4, 187 lb uplift at ' joint and 118lb uplift at joint 5, B) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 lb down and58 lb up at 2-11-0, 39 lb down and 58 lb up at 2-1.1-0, 8 Ito down and 101 lb up at 5-8-15, 8 Ill, down and 101 Ito up at 5-8-15, and 42 lb down and 143 Ib up at 8-6-14, and 421b down and 143 Ib up at B-6-14 on top chord, and 471b down and 28 lb up at 2-11-0, 47 lb down and 28lb up at 2-11-0, 47 lb down at 5-8-15, 47 It, down at 5-8-15, and 31 lb down and-14 lb up at 8-6-14, and 31 Ito down and 14 lb up at 6-6-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, dads 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 lncrease:-1,25 - -, Uniform Loads (plQ - - Vert: 1-0=-54,.5-7=-20 Concentrated Loads (lb) - Vert:10=80(F=40, B=40) 11=-2(F=-1, B=-I) 12=-83(F=-42,B--42),13=14(F=7, B=7) 14=-20(F=-10, B=-10) 15=-50(F=-25, . - B=-25) _ Thomas A. Alban! PE 1109386 MiTek USA, Inc, FL Ced 6634 6904 Parka East Blvd. Tampa FL 33610 Oats: May 17,2019 Q WARNING- VedfydedgnP mefemand READN01E50MMISANDINCLUDEDMREKREFERANCEPAGEM0.)4nmr r09.12015BEF0RE USE. - Design valid for use only with M6ek® connectors. This design Is based only upon parameters shown• and Is for an indNldual building component. not ��- a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall bulltlingdeslgn. Bracing Indicated Is to prevent buckling ofIndividual muss web and/or chord members only. Addiflonal temporary and permanent bracing MiTek- Is always required for stability and to prevent collapse with po=ble personal Injury and property damage. For generalguidance regarding me " fabrlcaflorl storage, delivery, erection and bracing of trusses antl trusssystems seeANSIri pualMy CMrrdo, DS5419. and BC51 building Component 6904 Page East Blvd: Sabp Wormafbnovoiioblehem Tni<e flote lnsflMe. 218 N. Lee Street Sufle312 Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply CARLTON 299 ' T77089653 M11412 KJAS MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL Mar 11 2918 MITER: Industries, Inc. Fn May 1709:24:58 2019 Page 1 Scale =1:19.9 4 = 6 • _ �I 2xa II - 3x4 = ., LOADING (-w SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP .. .TOLL 20.0 Plate Grip DOL 1.25 _ - TC 0.20 Vert(LL) - 0.06 6-9 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.08, 6-9 .>999 240 ' - BCLL 0:0 ' Rep Stress Incr. NO INS 0.34- Hoa(CT) . 0.01 5 n/a n/a BCDL -10.0- Code FBC2017)rP12014 Matrix -MS• - Weight: 431b FT=20% LUMBER- - 'BRACING- - TOP CHORD 2x4 SP M 30 - TOP CHORD Structural wood sheathing directly applied or 6-0-0 Do puffins. BOT CHORD 2x4 SP M 30 - - BOT CHORD. Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No:3 REACTIONS. (lb/size)-4=106/Mechanical,2=447/0-11-5,5=385/Mechariical - - Max Hoe 2=175(LC B) 1. Max Uplift 4=-107(LC 8), 2=-021(LO 8). 5=-202(LC 5), - FORCES: (lb) Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. _ TOP CHORD 2-3=-846/526 - BOT CHORD 2-6=-520/815, 5-6=-520/815 WEBS 3-6=0/268, 3-5=_884/565 , NOTES- ' - 1) Wind: ASCE.7-10;Vult=165mph'(3-second gust) Vasd=128mph; TCDL=4.2psq BCDL=3.Opsh h=12ft;.B=59ft; L=36ft; eave=5ft; Cat. 11; Exp Q Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 .. _ - 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. ' 3) ' This tress has been designed for a live load of 200psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members.- 4)Refer togirder(s) for truss to truss connections.. - 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 He uplift at joint 4, 321 He uplift at _ joint 2 and 202 lb uplift at joint 5.- 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concebtmted load(s) 39 lb down and 58 lb up at - 2-11-0,39 Ito down and 58 lb up at 2-11-0, 8 Ito down and 1011b up at.5-B-15, 8lb down and 101 Ib up at 578-15, and 42 lb down and 143 Ito up at 8-6-14, and 42lb down and 143 lb up at 8-6-14 on top chord, and 31 He up. at 2-11-0, 31 Itoup at 2-11-0, 10 Ib down and 301b up at 5-8-1 S. 10 lb down antl 301b up at 5-8-15, and 31 lb down and 14.Ib up at 8-6-14, and 31 Ib down and 14 lb -up at B-6-14 on bottom chord: The design/selectiorof such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front(E) or back IS) - LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): -Lumber Increase=1.25, Plate Increase-1.25 Uniform Loads (plo Vert: 14=-54, 5-7=-26 . . Concentrated Loads.(Ib) - - - Vert: 10=80(F=40, B=40) 11=-2(F=-1, B=-1) 12=-83(F=42, B=42) 13=14(F=7, B=7) 14=-20(F=,10, B=-10) 15=-50(F=-�S,, a B=-25) . Thomas A. Alban) PE No.39360 MTek USA, Inc. FL Cart 6934 6904 Parka East Blvd. Tampa FL 33810 Date: May 17,2019 O WARNING- Vetlry0esl9.,ammetertend READNO7ESONTNIS AND INCLUDED M/ KREFERANCEPAGEMR747amx. 1GVU*015 BEFORE USE. Design valid for use only with Mach® Connectors. This design Is based only upon parameters shown. and Is for an Individual curdling component, not a truss system. Before use, the building designer must verify the appllcoblll v of design parameters and properly incorporate thl design into the overall butchgdesgn.Bracing Indicated 4to prevent buckling ofhdNldual hussweband/orchortl members only. Additional temporary and permanent bracing M!Tek- 8 always requited for stability and to prevent collapse with potable personal hJury and properly damage. For general guidance regarding the - fabrication, storage. delivery, erection and bracing of Srusses antl host systems seeAN$1/IPII Duo Criteria. DSM9. and SCSI Building Component 6904 Parlre East Blvd. Safety Informatbrrnallobie from Truss Plate Institute. 218 N. We Sheet, Sulie312, Alexandria, VA 22314.. Tempe, FL 33610 Symbols,. PLATE LOCATION AND ORIENTATION .. 13 /4 Center plate on joint unless x, y -01 offsets are indicated. Dimensions are in ff-in-sixteenths. I 4-IN Apply plates to both.sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-1n0 from outside edge of truss. This symbol Indicates the _ required direction of slots in connector plates. Plate location details available in M rsk 20/20 software or upon request. PLATE SIZE The first dimension is The plate width measured perpendicular 4 x 4 To slots. Second dimension Is . ' the Iengt1i parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output, Use T or I bracing If indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section Indicates joint number where bearings occur. Min size •shown Is for crushing only. Industry Standards: ANSI/TPI1: National lSesign Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide To Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering.System I 6-4-8 I dimensions shown to sixteenths I�—II (Drawings not to scale) 1, 2 3 T()P CHopnS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT -THE JOINT FARTHEST TO THE LEFT. . CHORDS AND WEBS ARE IDENTIFIED BY END -JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS, ICC-ES Reports: ESR-le)1, ESR-1352, ESR1988 ER-3907; ESR-2362, ESR-1397, ESR-3282 B A. General Safety Notes Failure to Follow Could Cause Property Damade or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal orX-bracing.'Is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For Wide truss spacing: Individual lateral braces themselves may require bracing, or alternative Tor I p bracing should be considered. ' c 0 •3.. Never exceed the design loading shown and never _ stack materials on Inadequately braced trusses. U o_ 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. , Trusses are designed for wind loads in the plane of the truss unless otherwise shown., . Lumber design values are in accordance with ANSI/ lal 1 section 6.3 These truss designs I'ely on lumber values' established by others. © 2912 MITek® All Rights Reserved MiTek MITek Engineering Reference Sheet: MII-7473 rev., 10/03/2015 5. Cut members to bear tightly against each other. . 6. Place plates on each face 6f.truss at each Joint and embed fully. knots and wane at joint locations are regulated by ANSI/rPI 1. , 7. Design assumes trusses will besuitably protected from the environment in accord with ANS17rPl 1. 8. U•niess otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire,retardant, preservative treated, or green lumber. 10. Camber Is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead toad deflection., 1 L Plate type, sae, orientation and location dimensions •• Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and 'in all respects, equal to or better than that specified. 13, Top chords must be sheathed or purlins provided at spacing indicated On design; 14. Bottom chords requirelateral bracing at 10 ft. spacing, • or less, if no telling Is Installed, unless otherwisepoted. 15. Connections not shown are the responsibility of others. 16. Do not cutor alter truss member or plate without prior approval.of an engineer. ' 17. Install and load vertically unless Indicated otherwise. 18. Use ofgreen or treated lumber moy.pose unacceptable environmental, health or performance risks! Consult with . project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20.: Design assumes manufacture in accordance with ANSI/rPI 1 Quality Crileila: