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Home My WebLink AboutMISCRE: M11425 3156-3166 MORNINGDEW LANE Site Information: Customer: Edwards Landing LLC Project Name: M1 1425 Lot(Block: Model: Sedona 6 Unit Address: unknown City: Fort Pierce Subdivision: Sedona Development State: FL MITek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: John M Foster -Architect License#: AR0008511 Address: 11205 Ridge Ave City, County: Fort Pierce State: FL General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE7-10. Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 10 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G1 5-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date I T14401780 a 6/26/2018 2 T14401781 al 6/26/2018 3 T14401782 b 6/26/2018 4 T14401783 gea 6/26/2018 5 T14401784 va 6/26/2018 6 T14401785 vb 6/26/2018 SCANNED 7 T14401786 vc 6126/2018 BY 8 T14401787 vd 6/26/2018 St. Lucie 9 T14401788 ve 6/26/2018 County 10 T14401789 vge 6/26/2018 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: Velez, Joaquin My license renewal date for the,state of Florida is February 28, 2019. Florida COA: 6634 IMPORTANT NOTE: The seal on these truss component designs Is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSLTPI 1. These designs are based upon parameters 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 preparaflon of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly Incorporate these designs into the overall building design per ANSI/7131 1, Chapter 2. IN N 182 ir Z ATE OF 0 R %D- )NAI- 11111111 IE No.681112 . R. Cert 6634 I Blvd. Tampa FL33610 _AW6,2011 Velez, Joaquin —E'd I of I �—A Job Truss Truss Type City Ply MORNINGDEW LANE T14401780 M11425 A SPECIAL 24 1 �3156-3166 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, Fl. 8.130 a Mar 112018 MlTek Industries, Inc. The Jun 26 11:13:32 2018 Page 1 ID:IrBy73sLN6PTgDq3xFgX2KypeYO-aB511DIobNmU9n?V ?9JQKX2w5jcWgQlmuOHz2QrH 6 2� 21-4 7 1 211 :0 7.40 0 1- _1' 6_8 N 64 1 14-13i 15' 1 —1--9' --7' 4NN 6-14020 2 in 4.00 FIT 5.6 l 18 17 13 12 4x8 3.4 11 5x12MT18HS 4.00 F12 6xl2MTIBHS 3.4 11 4XB Scale = 1:80.7 LOADING (pso 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 Iner YES Code FBC2017fTP12014 CSI. TC 0.56 BIC 0.75 WB 0.46 Matrix -MS DEFIL Verft L) VerftCT) Horz(CT) Wind(U.) in (too) Ildeft Ud -0.67 15 a817 360 -1.24 14-15 ,439 240 0.50 10 this We 0.85 15 >640 240 PLATES MT20 MT18HS Weight: 226 b GRIP 244/190 244/190 FT = 20% LUMBER- BRACING- TOPCHORD 2X4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 2-9-4 Do puffins. BOTCHORD 2x4 SP M 30 BOTCHORD Rigid ceiling directly applied or 4-4-10 oc bracing, WEBS 2x4 SP No.3 *Except' 6-15,8-13,4.17:2x4 SP M 30 REACTIONS. (lb/size) 2=178810-8-0,10=1788/0-8-0 Max Horz 2=-273(LC 10) Max Uplift 2=10i 12), 10=10i 12) FORCES. (lb) -Max. Comp.iMax. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-4497/2652, 34=4027/2460, 4-5=-516213092, 5-6=-5477/3229, 6-7=-5477/3209, 7-8=-5162/3114,8-9=-4027/2460, 9-10=-4497/2652 BOTCHORD 2-18=-2368/4218.17-18=-2368/4218,16-17�2203/4003,15-16=-2751/5125, 14-15=-281315125,13-14�224414002,12-13=-2406/4218.10-12=.2406/4218 WEBS 6-15=-1 726/3150, 7-15=-1 99/528, 7-14=-527/372, 8-14=-559/1115, 8-13=-9261578, 9-13=-533/314,5-15=-67/517,5-16=-527/359, 4-16=-537/1115,4-17=-927/577, 3-17=-531/314 NOTES- 1) Unbalanced noof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=I 60mi (3-second gust) Vasd=124mph: TCDL=4.2psf; BCDL=3.Opsf. hot 3ft; B=95ft; L=48ft; eavei Cat. 11; Exp C; Encl., GCpi=O.l 8; MWFRS (directional) and C-C Extei -2-0-9 to 2-8-10, Interion(l) 2-8-10 to 22-8-0, Extorior(2) 22-8-0 to 27-5-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in al I 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 bead ng plate capable of withstanding 100 IS uplift at jolni except at=lb) 2=1040,10=1040. 6 Ca Jc;a'quhiiVaIar,P�h6.6fI18V flfit`� U `�i FCCW6i B1v.eL'-TimPai'io*fgi Date; June 26,2018 AWAMIW.V.d&d.99.�...f..dRVONOTES ON THISMDINCLUDWMff��EMEPAGEMII.7473m� 1"=015 BEFORE USE Design valid for use only with Mii connections. This design is based only upon parameters shown, and Is for an Individual building component, not wt a truss system. Before use, the building designer must verly 09 applicability of design parameters and groinerly incorporate this design into the overall louldingdeegn. Bracing indicated I$ to prevent buckling of Individual firusswel, andlor chord members only. Additional tempormy add permanent throming M!Tek' is always recuired far stability and W prevent collapse with possible personal njuiY and property damage, ForgeremIguldanceregardingthe fabrication, storage, delivery, emotion and hationg oftnusses and truss systems, we ANSIArPil Quality Canada, DSB-89 and SCSI Building Cosemment Ease Parke East Blvd. Salarytelamineflon available from Truss Plate linstibuthi, 218 N. Lee Street, Suite 312, Marmara, VA 22314. Tampa, Fl. 36610 Truss Truss Type Cry, Ply 3156.3166MORNINGDEW LANE T14401781 All SPECIAL 18 Job Reference (optional) ,,mannoers i miss. inc., ran rasrul rL 4.00 F1_2 5x6 = Seats = 1:79.5 17 16 iz 11 4.6 3.6 11 5X8 4.00 F12 5x8 = 3.6 11 4x6 . — n .1 a, lit_d�7 A�n . sa� 38.10-0 454.0 10 6�10-0 . �2�O 5-11-9 5-8-7 1 5_8_7 5.11.9 4-2-0 0-410 6-6-0 Plate Offsets (X,Y)- r4:0-3-0,0-3-01,[8:0-3-0,0-3-01,112:0-5-12.0-2-12],116:0-5-12,0-2-121 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.33 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.63 14-15 >730 240 =PLATESGRIP BCLL 0.0 Rep Stress Incr YES WE 0.74 Horz(CT) 0.29 11 n/a n/a BGDL 10.0 Code FBC2017rrPI2014 Matrii WitI 0.43 14A5 >999 240 T Weight: 223 111 FT 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 3-6-10 oc During. BOTCHORD 2x4 SP M 30 BOTCHORD Rigid calling directly applied or 5-5-3 Do bracing. WEBS 2x4 SP Ni REACTIONS. (Ibrisize) 2=1493/0-8-0,11=197210-8-0 Max Horz 2=270(LC 11) Max Uplift 2=-886(LC 12), ll=-1042(LC 12) FORCES. (11b) -Max. Conip./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-359011973,3-4=.310211787,4.5=-3737/2073,5-6=-3569/1899,6-7=-3569/1880, 7-8=-2780/1467,8-9=-1177/661, 9-10=-1087/690 BOTCHORD 2-17=-1793/3385,16-17=-1793/3385, 1&16�1586/3080,14-15=-1797/3701, 13-14=-1206/2744,12-13=-4791li47,11-12�595/1102, 10.11=-595/1102 WEBS 6-14=-908/1948, 7-14=-398/889, 7-13=-827/598, 8-13=-95511628, 8-12=-1 1 88f761, 9-12=-1 31211866, 9-11 =-1 788/1444, 5-14=-354/391, 4-1 5=-206/620, 4-16=-629/374, 3-16=-5491330 NOTES - I I U 4balanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=I 60mph (3-second gust) Vasd= I 24mph; TCDL=4.2psf-, BCDL=3.Opsf,* h=1 3ft; B=95ft; L=48ft; eave=6ft; Cat. 11; E.p C; Encl.. GCpj=O. 18; MWFRS (directional) and C-C Exterior(2) -2-0-9 to 2-8.10, Intenchn(l) 2-8-10 to 22-8-0, Fxtedor(2) 22-8-0 to 27-5-3 zone; cantilever right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf 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. 5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=886,11=1042. Ji5a'quin Valq)PE 1�6:8111811: MiTili USA; liic� FC&TI'634, ji� qi piritilEak i0d:TIrripa Fit. *0' Wte: June 26,2018 A WARNING - Verfly design whareadfivis andREADNOTES ON MISANDINCLUDED MITEKBEFERENCEPAGEM11-7473-1 IGADMONBEFOREUSE. Wit Design valid fair use only with MITeW canneAors. This design Is based only upon pammetem shown and is for an individual Wilding coreponent, not a truse sysivar. Before use. the building designer must votary the appir,,ability of design parameters and inaptly noar,onste this design into the overall Individual pass abord members only. Additional temporary and permanent bracing MiTek' buildingdeegn. Bracing Indicated Is to prevent buckling of web and/or Is always required for stability and to prevent ballapso with possible pemonal injury and propery, damage. ForgeremIguldareare,ardingthe labroaWn, st.rag., delivery erection and bracing of thusses and have serateres, see ANS117i Quality Chinni DSB-89 and BCS1 Building Component 5904 Parke East Blvd. Saletyleformaddon available frons Truss Plate laminate, 218 N. Lee Street. Suits 312, Alexandria VA22314. Tampa. FL M610 Job Truss Truss Type Oty Ply MORNINGDEW LANE �3156-3166 T14401782 M11425 B COMMON 3 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL i 8.130 a Mar 11 2018 MiTek Industries, Inc. 1 Ue Jun 2U 11:13:35 ZUlU Page I ID:mxt3zUUQ]cF'w?thmwCgHWqml0u-?mmANFvhulDULdWaA6Zsx3y5Yqwnw3S66G?Y—cz2QrE 4a6 = 2 2x3 11 3A = 3A = Stage = 1:24.9 7-0-0 i 14-0-0 7-0-0 7-0-0 Plate Offsets (X,Y)— [1:0-0-8,Edgejj3:0-0-8Edge] LOADING (ps!) SPACING- 2-0-0 CSL DEFL. in (too) Ildefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 VerbU-) -0.07 4-10 >999 360 MT20 2441190 TCDL TO Lumber DOL 1.26 BC 0.31 Vert(CT) -0.13 4-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.01 3 n1a ni BGDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(U-) 0.09 4-10 >999 240 Weight: 49 lb FT = 20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=51810-8-0.3=51810-8-0 Max Horz 1=-150(LC 10) Max Uplift 1=-275(LC 12), 3=-275(LC 12) FORCES. (lb) - Max. Comp/Max. Ten. - All forces 250 (Ild) or less except when shown. TOP CHORD 1-2=-7481609, 2-3=-748/609 BOTCHORD 1-4=-3841605, 3-4=-384/605 WEBS 2-4=-82/326 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=l 60mich (3-second gust) Vasd=124mph; TCDL=4.2psf, BCCiL=3.0ps1:, h=l 3ft; B=95ft; L=48ft; eavel Cat. II: Exp C; Encl., GCpii MWFRS (directional) and C-C Exterior(2) O�0-0 to 4-9-3, Inbi 4-9-3 to 7-0-0, Extei 7-0-0 to 1 1-.P-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-M tall by 2-0-0 wide .111 fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of tndss to bearing plate capable of withstanding 100 fic uplift at joint(s) except 01=1b) 1=276,3=275. - Ji Vilai;Pg NiK08182i. Ai lJSA; Iri C�d'66341, 'iiii)4 P8'rWiEait Date: AWAMING.V.dly��,��...�.�dR�DNOMS ON MIS MDtNCLUDWMff�W�ENCEPAGEMII-7473.�. 10,17=15BEFOREUSE. Design valid for use only with KTek@ marauders, This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and pro,saly im,orporate this design into the overall building design. Bmeing Indietued Is to prevent buckling of Individual truss web and/or chon! members only. Additlanal temporary and permanent coming MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. di erection and lostring of t.a..a and tri systive., sea ANS07gall Quality carbide, DS849 and BCSI Building Comappart 6904 Fare, East Blvd. Smady,leftershation avalable ftenTruss Plate Institute. 218 N. Lee Street, Suits 312,Alexandda,VA22314. Tami 36610 1; June 26,2018 Job Truss Truss Type Qty 3156-3166 MORNINGIDEW LANE T14,101783 M11425 SEA GABLE 3 �Ply 1 Job Reference (option Chambers Truss, Inc., Fort Pierce, FL 4x4 = 8.13osmaril2ul8miieKinaustries,inc. itleinanziti Scale = 1:27.3 IT 9 14-0-0 LOADING (psi SPACING- 2-0-0 CS1. DEFL. in (loc) I/i Ud PLATES GRIP TCLL 20.0 Plate Grip COL. 1.25 TC 0.18 VerKLL) -0.00 9 n/r 120 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vil -0.00 9 n/r 90 BCLL 0.0 Rep Stress Incr NO We 0.10 Horz(CT) 0.00 8 n/a nla BCDL 10.0 Code FBC2017/i Mai Weight: 65 111, FT = 20% LUMBER- BRACING- TOPCHORD 2x4 SP M 30 TOPCHORD Structural wood sheathing directly applied or 6-M oc purling. BOTCHORD 2xit SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 14-0-0. (Ilb) - Max Horz 2=1 81 (LC 11) MaxUpliff All uplift 100 Its or less atjoirl except 2=i 12).8c-192(LC 12),13=-1 1 I(LC 12). 14=-103(LC12),11=-111(LC12),10=-103(LC12) MaxGrav All reactions 250 lb or less atjoini 2,8,12,13,14, 11, 10 FORCES. (Ilb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 4-5=-81/283, M=-81/293 WEBS 4-13=-131/308,3-14=-1711343,6-1 1=-130/308, 7-10m-1711343 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf, h=13ft; Bzi L=48ft; eavei Cat. 11; Exp C: Encl., GCipl=018; Mi (directional) and C-C Coni -1-5-4 to 3-4-0, Exterior(2) 3-4-0 to 7-0-0, Cornei 7-0-0 to 1 ligi zoal for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry -Gable End Details as applicable, or consult qualified building designer as perANSIrrPI 1. 4) All plates am 2X3 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 192 Its uplift at joint 2, 192 lb uplift at joint 8, 111 Its uplift at joint 13, 103 Its uplift at joint 14, 111 Ill uplift at joint 11 and 103 lb uplift at joint 10. Ji5ii7quiriVil hB'.681827. MITak USA, hi C44663I iiiII64 , PirKe.EAt66d.iT6pa ipi.�ffidi, Date: June 26,2018 AWARNING. VerflydesianwerpolemandREADIVOTES ON MISMDINCLUDWMff�W��CEPAGEMII.7473mv. IM11IN015BEFORE USE be sign valid for use only with thi comettors. The design is based only upon parameters shown, and is for an individual building component, not a muss system. Before use, Me building designer must verify Me applicability of deal, parameters and pnoin,iry incorporate this design Into the ci buldif,diii Boi Indicated 1. to present bui of Individual beef vad, andiffor chord members only. Additional temporary and permaneribriveling, MiTek* Is always required for stability and to prevent collapse with possible personal inter, and picixery damage. For general guldanve memoir, the flibroefion, storage. actively. enection and brocing of Waste and truss systems, spe ANSI/ni'll Quality Called., DSS-89 ad BCS1 Building component 6904 Park. East BII Safety Information available from Truss Plate Include, 218 N. Lee Street. Suite 312, Alexandre. VA 22314. Tampa, FIL W610 Job Truss Truss Type Gly— 3156-3166 MORNINGDEW LANE T14401784 M11425 VA VALLEY 6 �Ply 1 Job Reference (optional) Chambers Truss, Inc., I-Ort Pierce I-L 0.1 ou B at I I u,. im.exurfause,es. h, ... �.,l . , .. o..' 1u.. '. . ID:mxt3zUUQIcPw?thmwC9HWqzwlOu.x8=ox�QwTCaxfylXbKOUlSBdglOzLPaaUf3Uz2QrC 44 — 3 Scale = 1:22.4 30 � a 7 1 6 3x4 2X3 11 2.3 11 2.3: 11 LOADING (psf) SPACING- 2-0-0 CS1. DEFIL in (loc) Well L/d TCLIL 20.0 Plate Grip DOIL 1.25 TO 0.28 Vert( 1) n/a - n/a 999 TCDL 7.0 Lumber DOL 1.25 BIG 0.05 Vert(CT) n1a - n/a 999 BCLL 0.0 Rep Stress Incr YES ING 0.10 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP M 30 OTHERS 2x4 SP No.3 PLATES GRIP MT20 244/190 Weight: 48 he FT = 20% BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 Do purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 so bracing. REACTIONS. All bearings 13-4-0. (lb)- Max Horz 1=-130(LCIO) MaxUplift All uplift 100 Ild or less atjoint(s) 1, 5 except 6=-196(LC 12),8=-196(LC 12) MaxGrav All reactions 250 b or less atjoint(s) 1, 5, 7 except 6=324(LC 18), 8=324(LC 17) FORCES. (Iti) � Max. Comp./Max. Ten. -All forces 250 (Ild) or less except when shown. WEBS 4-6=-241/336, 2-8=-2421336 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=3.Opsf, h=13ft: B=95ft; L=48ft; eave=6ft; Cat. 11; Exie C; Encl., GCpi=0.18; MWFR3 (directional) and C-C Exterlor(2) 0-7-7 to 5-4-10, Interion(l) 5-4-10 to 6.8-0, Exterlor(2) 6-8�0 to 11 -5-3 zone;C-C for members and forces & MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This rugs 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 the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joint(s) 1, 5 except allb) 6=196,8=196. Joquili llitilerfl! iM!0T , USA'Iilc.:'FLC_e III 1 6 - 834' .Pate*. - June 26,2018 A WARNING- VieffdowleparoarshersitheIREADNOTIES 01111141SANDINCLUDED MIFFAWMENCEPAGEND-7MInse. 1110=15BEFOREUSE. Design valid for use only with Mirek(l) connectors. This design is based only upon rammaters shown, and is for an Individual bullding component, not EF a thass system. Before use, the buldle, designer must verity the applimbility of design parameters and pro,perly Incorporate this design Into the overall to bucking Individual trues and/or chord members only, Additions? temporary and permanent bracirg MiTek* buildingdosign. Bracing Indisdad! Is present of web is always hnulmd for stability and to present collapse with possible poisonal lnjuq and property damage. For general guidance regarding the fabrication. sterage. usivery, erection and brating of truseas and truss systems, see ANSY17PH Qvility chasms, DSB89 ad Best Building Conepreal 6904 Paris East Blvd, Safalyinfarshation available from Truss Plate InsUftne, 218 N. Lee Street, Suits, 312,Alexandd.,VA22314. T.mmFL 35610 Truss Truss Type Oty, MORNINGDEW LANE T14401785 70b MI 1425 �VB GABLE 6 �Ply 1 �3156-3166 Job Reference (opfioni Chambers Truss, Inc., Fort Pierce, Fl- 3X4 � 45 — 2X3 11 8.130 a Mar 112018 MiTek Industries, I no. Tue Jun 26 11:13:38 2018 LOADING (fars!"i SPACING- 2-0-0 CSI. DEFL in (Ioc) Wall Uld TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vgrt�!-) ni - me 999 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incir YES WB 0.10 Horz(CT) 0.00 3 ni We BCDL 10.0 Code FBC2017fTP12014 Matrix-S LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Itusize) 1=157/10-M,3=157/10-8-0.4=383/10-M Max Hol 1=-101(LC 10) Max Uplift 1=-98(LC 12),3=-98(LC 12), 4=-174(LC 12) Max Grail 1 =1 61 (1-C 17), 3= 1 76(LC 18), 4=383(LC 1 ) FORCES. (1b) - Max. CDggp./Max. Ten. - All forces 250 (11a) or less except when shown. WEBS 2-4=-2471334 Scale = 1:18.3 3X4 PLATES GRIP MT20 244/190 Weight: 36 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc, purling. BOTCHORD Rigid ceiling directly applied or 10-0-0 Do bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TODL=4.2psf, BCD1-=3.0psf:, h=13ft; B=95ft; L=48ft; eal Cat. 11; Exp C: Encl., GCpi=0.18; Mi (directional) and C-C Exterior(2) zone;C-C for members and forces & Mi for reactions shown; Lumber DOi plate grip DOL=1�60 3) Gable requires continuous bottom chord bearing. 4) Tip truss has been designed for a 10.0 psf bottom chord live load noneconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.01 on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 1, 3 except Ot=lb) 4=174. ' jg�aqvi� ifel he.48182i Mitoi.OSA;�inC.-.'FL:ee'rfii34�, '694'PaikipEast if] ydi pi *16' Date: June 26,2018 A WARNING. Verily design parded.fors.ral MOMS ON MS AlVDINCLUDED 111117EI(WERENCEPAGEfty,7473.1 1"=15BEFOREUSE Design vallefer use only with ViTeWscormusions.'rhis design Is based only upon parameters icam. and Is for an refividual building component, not a truss system. Before use, the building designer must vem"a applicabl[ifty of design parameters and properly hemmordle this design into the small lurking Individual truss chord members only. Additional temporary and bracing M!Tek* buildingull Bracing indicated Is to prevent of web hadfor permanent Is ali required for stability and to prevent collapse With possible personal Injury and property damage. For general guidance regarding the fatal Mosi delivery. erection and bracing of thuses and truss systems, see ANS1(rP11 Quality Cni DSB49 and BCS1 B.fleffe, component 6904 Parld, East Blvd. Safteorleformation avalable from-Fruse Plate Inaliturts, 218 N. Lee Street, Suite 312,Alexandma, VA22314. Tampa. FL 36610 Truss Truss Type MORNINGDEW LANE �3156-3166 T14401786 �MI'14215 VC VALLEY �Qty 6 �Ply 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3X4 � LOADING (pso SPACING- 2-0-0 CS1. TCLIL 20.0 Plate Grip DOL 1.25 TC 0.51 TCDL 7.0 Lumber DOL 1.25 BC 0.19 BCLL 0.0 Rep Stress Incr YES WE 0.07 BCDL 10�0 Code FBC2017ITP12014 Matfli LUMBER- TOPCHORD 2x4 SP No.3 BOTCHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=12518-0-0,3=12518-0-0.4=250/8-0-0 Max Hom 1=-73(LC 10) Max Uplift 1=-85(LC 12), 3=-85(LC 12), 4=-96(LC 12) Max Grant 1=126(LC 17),3=137(LC 18).4=250(LC 1) 2.3 11 FORCES. (lb) -Max. Comp/Max. Ten. -All forces 250 ftb) or less except when shown. 8.130s Maril 2018 MiTek Industries, Inc, TueJun26 11:13:392018 Page I ID:mxt3zUUQIcPw?thmwCgHWqml0u-tXOhDcyByXjwqEpLPydo5v7l9RISstHiluzm7Nz2QrA 4.4 � 3x4 �� Scale = 1:14.7 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) n/a - n/a 999 MT20 2441190 Vert(CT) mat - n/a 999 Holl 0.00 3 n/a We Weight: 25 lb FIT = 20% BRACING- TOPCHORD Structure wood sheathing directly applied or "-0 oc pul BOTCHORD Rigid ceiling directly applied or 1 0-0�O oc bracing. NOTES- 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vultal 60mph (3-second gust) Vasd=I 24mph; TCDL=4.2psf,, BCDLm3.Dpsf,, hell 3ft; B=95ft; L=48% eave=6ft; Cat. 11; -Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterion(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=11.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 Pat bottom chord live load monconcurrent with any other live loads, 5) * j1his truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Is uplift at joinds) 1. 3, 4. J8aquhi VolozPE 146.68182. 1I0TpiUSA, FL&1'0634� �69� ParksEist Blvd. TSrnpa,FL"33'6'1'0" Date: June 26,2018 A WARNING -VemyclaskimparmarshersandREAD MOMS ON M�MDINCLUDMMff�RU�ENCEPAGEMX7413.w M031015B&RDREUSE. asesse Design valid for use only wdh MiTekS correctors. This design Is based only upon parameters shown. and is for an individual building component, not W1, a truss system. Before use. me building designer must verify to applicalbility of design goommeters and gmpedy incorameste this design Into the ovaral building design. Brecing Indicated is to prevent buckling of Individual truss welt and/or Cord members only. Additional temporary and permanent among MiTek' Is always required for stability and W prevent collapse with possible personal Injury and property damage, For all guidance roBandfing me fabrication. stl delivery, erection and bracing of tresses and Less systems, see ANS191elf Quality criteria, DSB-89 and BGS1 Building Component 6904 Fares East Blvd. Safety hathermation available from Truss Plate Inartudee 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tamx,FL 36610 Job ` Truss Truss Type Qty MORNINGDEW LANE T14401787 M11425 VD VALLEY 6 �Ply 1 �3156-3166 Job Reference (option Chambers Truss, Inc., Fort Pierce, FIL 3A � 2.3 11 2 4 4x4 � 8.130 a Mar 11 2018 MiTek Industries, Inc. Tue Jun 26 11:13:40 ZU15 Fage 1 3X4 -' LOADING (psi SPACING- 2-0-0 CS1. DEFL. in (too) I/dell Ud TCLIL 20.0 Plate Grip DOL 1.25 TC 0.19 Vei We - ni 999 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vei nia - nla 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 3 n1a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (Ific/size) 1=76/64-0,3=76/5-4-0.4=151/6-4-0 Max Horz I =-44(LC 10) Max Uplift 1=i 12),3=-51(LC 12), 4iii 12) Max Gray 1=76(LC 17),3=83(LC 18), 4--151(LC 1) FORCES. (11b) -Max. CDMp./Max. Ten. -All forms 250 fib) or less except when shown. Scale = 1:10.8 PLATES GRIP MT20 2441190 Weight: 16 It, FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-4-0 oc, purling. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - I ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vii 60mph (3-second gust) Vasd=1 24ni TCDL=i BCDL=3.Opsf, hall 31t; B=95ft; L=48ft; eave=6ft; Cat. I 1;-Exp C; Encl., GCpj=O. I S; MWFRS (directional) and C-C Extefloi zon%C-C for members and forces & MWFRS for reactions shown: Lumber DOi plate grip DOL=11.60 3) Gable requires Continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) * INS truss has been designed for a live load of 201 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Vill fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ili uplift at joini 1, 3, 4. - itna'qui vaftaz:p'� ha.ailm Tli ri Cert 6634 Date; June 26,2018 AwAm,NG.v-dty&dgn�mmlemandR�DNOMS ON MISMDINUUDWM��CEPAGEMII.7473mv. 111103l�!015BEFOREUSE. Design valid for use only with Milli conne,hom. This design Is based only upon parameters shown, and Is for an Inaladual building component, not a truss system. Behano use, me building designer must verify the applicultillity or design parameters and propery Incorporate me design Into thin overall building design. Sol Indicated Is to prevent buckling of individual truse web andfor chord members only. Additional tomposery and permanent breang Mel( Is always required far stability and to prevent collepi with possible aersonal injury and proparty damage. Forgaineraiguldancervallaningthe Insiders, stamps. diefivell. election and bancing ofamoves and truss systems, see ANSUTPH Quality Crifials, DS849 ad SCSI Building Component 69" Park. East Blvd. Safely haftentation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Truss Truss Type City Fly 3156-3166 MORNINGDEW LANE T14401788 7Job MI 1425 VE VALLEY 6 11 Chambers Truss, Inc., hort Pierce, hL 6.00 F1_2 4x6 � 2 3A � 3 LOADING (psf) SPACING- 2-0-0 CS1. DEFL in (Ioc) I/defl Ltd TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vai n/a - n/a 999 TGDL 7.0 Lumber DOL 1.25 BC Vei ni - n/a 999 BCLL 0.0 Rep Stress Incr YES WE Horz(CT) -0.00 3 n/a i BCDL 10.0 Code FBC2017frPI2014 Matr LUMBER- BRACING- TOPCHORD 2x4 SP No.3 TOPCHORD BOTCHORD 2x4 SP No.3 BOTCHORD REACTIONS. (lb/size) 1=5312-8-0,3=53/2-8-0 Max Horz I =1 5(LC 11) Max Uplift 1=-28(LC 12),3=-28(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (1b) or less except when shown Scale = 1:6.0 PLATES GRIP MT20 2441190 Weight: 6 lb FT = 20% Structural Wood sheathing directly applied or 2-8-0 Do purling. Rigid calling directly applied or 10-0-0 oc bracing. NOTES- 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vi 60mi (3-second gust) Vasc1=1 24mph; TCDL=4.2psf, BCDL=3.0psf:. h=1 3ft: 13=9511; L=48ft; eavei Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteriorl zorl for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOi 3) Gable requires Continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pal 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 3-60 tall by 2-M wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of It to bearing plate capable of withstanding 100 Is uplift at joint(s) 1, 3. - Jiia�l Vilitz'FE h�.Gnlll f4i USA; 141Ck dertH34 Dat June 26,2018 W�NING.V.6fdda�...�.WR�DNOMS ON MIS MDINUUDMM�RU�ENCEPAGEM[I-7473.�. 100442015BEFOREUSE. Design valid for use only with yl connectors. This design Is based only upon parameters shown. and Is far an Individual building component. not a "as system. Before use, the building designer must verify the applicability of design parnmetem and tragedy limmirachicte this design Into the overall Aciditional temporary and basiong MiTel( building design. Bracing, Indicated Is to prevent buckling of individual truss wat, and/or chord members only. permanent Is always required far stability and to preverat collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. hang., delivery, inami ad bracing of resses and truss systems, see AHSVTPH Quality Caserta, DSB49 ad SCSI illegal Component 604 Parve East Blvd. Safietylieformathen avaitablefrom Thesel Plate linattute, 218 N. Lee Street. Suite 312. Alexandria, VA22314. Tival 36610 Truss Truss Type _F3 City Ply 3166-3166 MORNINGDEW LANE T14401789 �ojb M 1425 �VGE GABLE Job Reference (optional) Chambers Truss, Inc., Fort Plerce, FL 8.130 a Mar 11 2018 MITek Industres, Inc. Tue Jun 26 11:13:41 2018 Page I ?mmwC0HWaxwIOu-Dv8RdI FITS e3YzIXNQGAKCgxEllKnY?VCSsCFz2Qr8 4X4 — Scale = 1:24.9 3x4 � 12 11 10 9 8 sad �� LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (too) I/defi Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.23 Vert(I.I.) r1a - n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) ni - rule 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 7 ma n1a BCDL 10.0 Code FBC2017/TPI20i4 Matnx-S Weight: 64 It, FT = 20% LUMBEIR BRACING- TOPCHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling. BOTCHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc, bracing. OTHERS 2x4SPNo.3 THIS COMPONENT IS TO BE USED IN CONJUNCTION WITH A RIGID DIAPHRAGM. REACTIONS. All bearings 15-9-5. THIS DIAPHRAGM MUST BE CAPABLE OF (11h) - Max Hom 1 =-1 56(LC 10) TRANSFERRING ROOF LOADS TO THE GROUND Maxi All uplift 100 Ila or less ai 1, 7,11,9 except 12=-175(LC 12),8=-175(LC 12) WITH NEGLIGIBLE LATERAL DEFLECTIONS. MaxGrav All reactions 250 Ila or less atjoini 1, 7, 10, 11, 9 except 12=288(LC 17),8=288(LC 18) FORCES. (11a) -Max. CDMp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-12=-210/291, 6.8=-2i01291 NOTIES- 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=l 24mph; TCDL=4.2psf: BCDL=3,Opsf, h=l 311: B=95ft: L=48ft; eavo=61t; Cat. 11; Exp C; Encl., GCpI=O.1 8; MWFRS (directional) and C-C Exterior(2) 0-7-7 to 5-4-10, Interion(l) 5-4-10 to 7-10-11, Exterior(2) 7-10-11 to 12-7-14 zoni for members and forces & MWFRS for reactions she=; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are 2x3 MT20 unless otherivise indicated. 4) Cable requires continuous bottom chord bearing. 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 20.0psf 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 100 Ita uplift at joini 1, 7. 11, 9 except atmilb) 12=175, 8=176. Jclapiii Viliil:�E 146.6i'182i. Miiqlv USA, (nC,FV dirl�lll .�66'4:paiwiiiii Blvd. kT5rrpa Date: June 26,2018 AWAMIM-Vedfy&�gn�mmeWmandR�DHOMSONMXMDINCLUDEDMff��MCEPAGEMII.7473mv. 10V0V?01585F0REUSE Design valid for use only with Wake connections. This design Is based only upon parameters shown, and Is for an Individual building component, not a tress system. Belem use, the building designer must warify the applicability of design parameters and ordinary Indentures, One design Into the overall Additional temporary and bracing M!Tek* building design. Bracing Indicated Is to prevent buckling of Individual mass web andifor chord members only. parliament is always required far stability and 0 prevent collapse with possible personal Injury and pro,anty damage. Forgeneral guidance regarding the fabricator, storage, delivery, cartoon and bracing of aressesisid truss systems, see ANSITIell Quality criteria, DS13,89andSCSIBuilding Component 6904 Park. East Blvd. SaFeWlefermalkm ce.11.1blefrosi Plate Inattlit, 218 N. Lee Street, Suit. 312, Aliwundd.,VA22314. T.mpdFL 36610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION � 4 " Center plate on joint unless x, y offsets are indicated. 6-48 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1 . Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. C1-2 C2� 2. Truss bracing must be designed by an engineer. For 0-11e, 1� 4 wide truss spacing, individual lateral braces themselves may require bracing, or alternafive Tor I 0 0: , a bracing should be considered. I I L 0 It 0 LWEBS e q 7: 3. Never exceed the design loading shown and never L) stack materials on inadequately braced trusses. 7"4� 0 (L 0 4. Pievide copies of this truss design to the building For 4 x 2 orientation, locate plates 0- vid' from outside c BOTTOM CHORDS designer, erection supervisor, property owner and all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBEREDILETTERED 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 am regulated by ANSIf I-Pl 1. connector plates. THE LEFT. 7. Design assumes trusseswill be suitably protected from Plate location details available in MITek 20120 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANS1rrPl 1. software or upon request. NUMBERSILETTERS. 8. Unless othermse noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless express0y, noted, this design is not applicable for ICC-ES Reports: use wth fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camberisa non-structural consideration and istre 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 detection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated am minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall 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 specified. 13. Top chords must be sheathed or pudins provided at output. Use T or I bracing spacing Indicated on design. if indicated. Lumber design values are in accordance with ANISlfTPl 1 section 6.3 These truss designs rely on lumber values 14 Bottom chords require lateral bracing at 10 ft. spacing, 'or less, if no ceifing is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but @ 2012 MiTek@) All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate wthout prior approval of an engineer. reaction section indicates joint number where b arings occur. 17. Install and load verbosity unless indicated otherwise. Min size shown is for crushing only. 0 18. Use of green or treated lumber may pose unacceptable environmental, health or perfomance risks. Consult with Industry Standards: W1 project engineer before use ANSIrrPI1: National Design Specification for Metal 19. Review all portions of this design (firont, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. 0 is not sufficient. BCSI: Building Component Safety Information, MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSIF-PI 1 Quality Criteria. Installing.& Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: M11-7473 rev. 10103/2015