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HomeMy WebLinkAboutTruss� 1 � LUMBER CO., LLC 2B20 IMBY CR NE PALM BAY, FL 32905 P6(1) 772.M1195 P6(2) 581.723.4735 FAX 904.701.8300 SHOP DRAWING / SUBMITTAL REVIEW APPROVED ❑ APPROVED AS NOTED ❑ REVISE AND RESUBMIT ❑ REJECTED SUBMITTAL WAS REVIEWED FOR DESIGN CONFORMITYAND GENERAL CONFORMANCE TO CONTRACT DOCUMENTS ONLY. THE CONTRACTOR IS RESPONSIBLE FOR CONFIRMING AND CORRELATING DIMENSIONS ATJOBSITE FOR TOLERANCE, CLEARANCE, QUANTITIES, FABRICATION PROCESSES AND TECHNIQUES OF CONSTRUCTION, CO ORD N OF IS WORK WITH OTHER TRADES AND FULLC M I CE THCONTRA TD CUMENTS By: Date: g Architectonic In . Fort Pierce, FL 34950 BUILDERS NOTES- j RECEPLEASE VERIFY AUG 01. IVED HEEL HEIGHTLucie ROOF',PITCH OVERHANG CONDITION OVEGHANG LENGTH BEARING HEIGHTS DIMENSIONS WIND SPEED TRUSS LOADING co In In MATCH EXISTING A.F.F A.F.F A.F.F A.F.F A.F.F A.F.F A.F.F A.F.F A.F.F 12 3.38F----- 10 1 /2" 0 THD26 OO THOH28.2 THDH46 0MSH4221F0 THD26.2 Q THDH283 Q THD46 ® MSH426THDH26-2 IO THDH2103�Q) 0 THDH48 0 MSH4261F OQ THDH2630 GTWS2T 0 THDH410 © THD28 ® GTWS3T O THDH610 CLIENT APPROVAL INFO K 5mo ST LAYOUT RE: Q1 Site Inforr Customer Lot/Block: Address: City: FT P Name Add Name: Address: City: t Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. V.Sr vto ,no -V s TO IN-OCARROL - 507160-Q19005tt1P��a1tlti`'- vev� ��ucle C� t n: TEC LLC Project Name: INN Model: OCARROLL Subdivision: . 4 N. 53RD ST, . State: FL. MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 and License # of Structural Engineer of Record, If there is one, for the building. License #: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code.'„ASCE 7-10 Wind Speed: 160 mph Roof Load: 1 s55.0 psf i Floor Load: N/A psf This packs 'e includesi16 individual, Truss Design Drawings and 0 Additional Drawings. With my seal!affixed toy this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet Conforms to" j61G15-311003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# ' ' (Truss Name Date 1 IT16505825 lAl 3/20/19 12 IT16565826 JA2 13/20/19 13 IT16565827 IA3 13/20/19 1 14 IT16565 28 IA4 13/20/19 15 i IT16565829 J B1 13/20/19 16 IT16565830 JB2 13/20/19 1 17 IT16565831 1131 13/20/19 18 IT16565832 I M7A 13/20/19 19 ! IT16565833, I M 14A 13/20/19 110' IT16565834' IM14B 13/20/19 Ill ' IT16565835 IV1 i 13/20/19 112 IT16565 36 JV2 1 13/20/19 �1,3. IT16565837 JV3 1 13/20/19 �114 IT16585838 JV4 i 13/20/19 �15 IT16565839 JV5 1 13/20/19 L1,16 IT16565 40 JV6 i 13/20/19 1 SHOP DRAWING 1❑ AIJSRflDTTAL RVEvltve APPROVED AS NOTED 13 REVISE AND RESUBMIT ❑ REJECTED--- R DESIGN TYAND GENERAL LCONFORMANCEAFOI TDOCUMENTS CONTRACT CUMENTS ONLY. THE CONTRACTOR IS E FOR CONFIRMING AND CORRELATING DIMENSIONS AT JOBSIITE FABRICATION EN QUANTITIES, TI SQNSTRUCTION PROCSAND CLEARANCE, 1 S COORDINATION C F HIS WORK CONTRACT O I ER ANC FULL C 20 By. Date: Architectonic Inc. Fort Pierce, FL 34950 The truss dr.,j g(s) referenced above have been prepared by MiTek (USA, Inc. under my direct supervision based on the parameters provided by Ti betts Lumber Co., LLC. Truss Designtgineer's Name: Lee, Julius y My license renewal date for the state of Florida is February 28, 2021. „ ImlI ',ORTANT NOTE' The seal -on these truss component designs is a certification ;that the engineer,named is licensed in the jurisdiction(s) identified and that the ,designs comply with ANSI/TPI 1. These designs are based upon parameters !shown (e.g., loads; supports, dimensions, shapes and design codes), which were !given to MiTek.l:; hy project stiecific information included is for MiTek's customers Ifile reference pli�pdse only, and was not taken into account in the preparation of these designs., j4iTek has not ihdependently verified the applicability of the design Parameters or tote designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs linto the overall building design per ANSI/TPI 1, Chapter 2. f, 'SQ EN �•� Na 3 69 ATE OF �s",s`&/ON p1- e �o " 0111ttttttsv Jullus Lee PE 10,34862 MiTek USA, Inc. FL 6ert6634 6904 Parke East Blvd:. Tampa FL.33610 Date:: MaWb 20 2019 w ', Truss Truss -type Qty Ply 50Tiou-Q,9005 IT16565825 PIb 9005-INN-OCARROL' Al Common Supported Gable 1 1 1 Job Reference o tional Tibbetts Lumber Co., ILL Ocala, FL - 34472, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 23:45:38 2019 Page 1 I D:7djuNkcNrMmS7tVVkcR3GXzgTVt-4ErW2Vb6WDMvaz61_MoJDVfjfhlgEEvQBV5ltDzZDCB 19-0-0 38-0-0 3 -10- ;II 0- 0-8 19-0-0 19-0-0 0-10- il i� Scale=1:67.6 I 5x6 = 3.38 12 11 12 13 I'�jl l 10 14 l i g 15 8 18 3x6 7 17 3x6 18 !! ! 1920 4 5 , I 42 22 E if41 2 l 2123 3x6 = 3x4 zzz ill f,1 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 33x4 x4 3x6 = 3x6 = �3x6 = I� 3x4 3.38 12 i [ 38-0-0 38-0-0 _Plate Offsets (X,Y)- ';l[1:0-1-9,Edge], [2:0-1-8,Edge], [3:0-0-1,0-0-8], [21:0-0-1,0-0-8], [22:0-1-8,Edge], [23:0-1-9,Edge] LOADING (psf) jl ij I SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCL'L; 30.0 i Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.01 21-23 n/r 120 MT20 244/190 TGDLI 15.0 Lumber DOL 1.25 BC 0.20 Vert(CT) 0.02 21-23 n/r 90 l' BG�L•L' 0.0 ' 1[I Rep Stress Incr YES WB 0.09 Horz(CT) 0.01 21 n/a n/a BIDL 10.0 Code F6C2017lTPI2014 Matrix-S Weight: 190 lb FT = 20% Y` BRACING - L NIBER- I TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. B& CHORD 2x4 SP No.2 *Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. �i 1-2,27-213: 2x2 SP No.2 OTHERS 2x4 SP No. i Ei I REACTIONS. All be rings 38-0-0. (lb) - Max Hod 3=-90(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 33, 35, 36, 37, 38, 39, 31, 29, 28, 27, 26, 25 except l 3=-100(LC 12), 40=-147(LC 12), 24=-147(LC 12), 21=-100(LC 12) �I{ Max Grav All reactions 250 lb or less at joint(s) 32, 36, 37, 39, 28, 27, 25 except 3=313(LC 1), 33=262(LC 17), 35=254(LC 17), 38=262(LC 21), 40=562(LC 21). 31=261(LC 18), 29=254(LC 18), 26=262(LC 22), 24=562(LC 22), 21=313(LC 1) FORCES. (lb) - Maz'i Comp.lMax. Tel((�. -All forces 250 (lb) or less except when shown. . .TOP CHORD 10�1�41=-86/255, 11-12=-101/292, 12-13=-101/295, 13-14=-86/257 W BS 4-1OT�32/332, 20-2$=-432/331 !II 1 F N ', TES- I� I 1) Unbalanced roof livai loads have been considered for this design. S`O�R�IL�tidSlB 2) Wind- ASCE 7-101�Yult=160mph (3-second gust) Vasd=124mph;'TCDL=6.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=38ft; eave=2ft; Cat. I11; Exp B; Encl., GC{{��i 0.18; MWFRS (directional) and C-C Corner(3)-0-10-8 to 2-11-2, Exterior(2) 2-11-2 to 19-0-0, Comer(3) 19-0-0 to 23-0-0, Exterior(2) 23-0-0 to 38-16-8 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions `shown; Lumber DOl 1.33 plate grip DOL=1.33 �' F• i 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 i [�1'r 34869 r Gable End Details as;applicable, or consult qualified building designer as per ANSI/TPI 1. it MT20 `� �( 4)iAll plates are 2x4 unless otherwise indicated. n (! 5),Gable requires contin� ous bottom chord bearing. — { 6) Gable studs spaced a- 2-0-0 oc. = `( 7)IThis truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i T I! 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 1-0-0 wide ON, e j .will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 11i 9);Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 33, 35, 36, 37, 38, �j�s R ,. EI tto I�e,O N A 1Q) Bevelled plate or him required provide full bearing surface with truss chord at joint(s) 3. Julius Lee PE No.34869 jl II MITek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 j I j II Date: March 20,201 E I' �wARNING-Vedryi tr; _gn parameters and READ NOTES ON TRISANDINCLUDED MITEKREFERENCE PAGE MII-7473 rev. IDID312015 BEFORE USE y I esign valid for use orilyyl with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not j II a truss system. Before as, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall l,, l building design. Bracing iddIrated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing T 'r ��A � le'tt I:Yil is always required forStab[lity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. I' Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 �4l _ Job' �''! Truss Truss Type 019005-INN-OCARROL' I A2 Common Wibbetts Lumber Co., LLC, Ocala, FL - 34472, -410- 7-0-1 12-9-9 0-10 7-0-1 5 9-7 i 3.38 12 6-2-7 5x6 = 7 1 8.240 s Dec 6 2018 MiTek T16565826 Scale = 1:65.4 11 1 m IN O O' i 4x10 6x8 MT20HS = 3x10 = 6xB MT20HS = 4x10 = = 3.38112 l L , I? (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC+LL 30.0 ! j Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.54 16-18 >844 360 MT20 244/190 Tt DL 15.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -1.07 16-18 >425 240 MT20HS 1871143 BOLL; 0.0 I, Rep Stress ]nor YES WB 0.34 Horz(CT) 0.24 11 n/a n/a BC DL' 10.0 j I, Code F6C2017/TPI2014 Matrix -AS Weight: 175 lb FT = 20% � L , ER- i1 i� I BRACING- T P CHORD 2x4 SP No.2 *Except* ! TOP CHORD Structural wood sheathing directly applied. 1-5,9-. 3 2x4 SP SS BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SIP SS `Except' WEBS 1 Row at midpt 8-16, 6-16 J' . , 1-2,12-13: 2x2 SP No.2 WEBS 2x4 SP No.2 WEDGE Left: 2x4ISP No.3, Rightl 2x4' SP No.3 i I REACTIONS. (Ib/size), 3=2169/0-8-0, 11=2169/0-8-0 Max Holz 3=-90(LC 10) Max Uplift 3=-539(LC 12), 11=-539(LC 12) F6RCES. (Ib) - Max: Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-5832/1383, 4-6=-5409/1268, 6-7=-3871/973, 7-8=-3871/973, 8-10=-5409/1268, l 1 10-11=-5832/1383 ; BOT CHORD 3-18i (235/5515, 16-18=-1009/4706, 14-16=-1009/4706, 11-14=-1235/5515 W BS M -� 01/1528, 8-16=-1284/394, 8-14=-58/693, 10-14=-528/252, 6-16=-1284/394, 6-TSii-58/693, 4-18=I528/252 N TES- I 1) ganced roof live loads have been considered for this design. 2) CE 7-1Of IWt=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=38ft; eave=5ft; Cat. Encl., GCpk.18; MWFRS (directional) and C-C Exterior(2)-0-10-8 to 2-11-2, Interior(1) 2-11-2 to 19-0-0, Exterior(2) 22-9-101 lhterior(1) 22-9-10 to 38-10-8 zone; cantilever left and right exposed ;C-C for members and farces & MWFRS for shown; Ldnjber DOL=1.33 plate grip DOL=1.33 3)ilAll plates are MT201pjates unless otherwise indicated. 4),AII plates are 3x4 MT20 unless otherwise indicated. 5)iThis truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)I' Thisitruss 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 1-0-0 wide ,will fit between the bo lom,chord and any other members. a). Provide mechanical cpnnection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except at=lb) 3=536, 11=539. .8)IThis truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum isheetrock be applied directly to the bottom chord. i �\\llttrrrrrt 4 CP 34869 01. rrlllllill\\\ Julius Lee PE No.34869 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: March 20,2019 WARNING - Verify d¢.p parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 1010312015 BEFORE USE Design valid for use'driy With MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not �. a buss system. Befor, the building designer must verity the applicability of design parameters and properly inwrporete this design Into the overall puilding design. Bradn dicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing s �Iwa s re uved for bilit and to Menf colla se with ossible ersonal in u and ro erl dama a For eneral wdance re ardin the MiTek* i Y q $ Y P P P. P J rY P P Y 9 9 9 9 9 fabrication, storage, a.'very, erection and bracing of Voss.. and truss systems, see ANSI?PH Quality Crlter/a, DSB-0g and BCSI Bul/ding Component 6904 Parke East Blvd. I Safety /n/ormallon av 'Is". from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 ;L Truss Truss` Type Qty Ply Jo l l I 10005-INN-OCARROI [wltw-Q19005T16565827 A3 Common Structural Gable 1 1ob Reference (optional) Tibbetts Lumber Co., LLC, w Ocala, FL - 34472, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 23:45:42 2019 Pagel l j ID:?djuNkcNrMmS?tWkcR3GXzgTVt-y?50utecZSsL3bQWDCtFOLgLdlOvAu??673V0_zZDC7 • - 10-0 7 -1 12-9-9 19-0-0 25-2-7 30-11-15 38-0-0 3 1( ' 0-10- 7F0-1 5-9-7 6-2-7 6-2-7 5-9-7 7-0-1 0-10- Scale = 1:67.6 3.38 12 5x6 = j 7 3x6 3x4 57 58 3x4 zZ 3x6 6 8 3x6 3x6 Z- 5 9 10 I : 3 516 I i 59 '1 2 D 11 m d 12 i�IN t o 0 14 3x4 = WO = �25 �24 23 22 21 20 19 18 17 16 15 3x4 = 3x4 3x6 = i 3x6 = 3x6 = 3x4 ! 3)0.38=12 3x6 = 3x4 ' 9-2-11 19-0-0 24-0-0 28-9-5 38-M ' 9-2-11 9-9-5 5-0-0 4-9-5 9-2-11 Plate Offsets (X,Y)-- [1:0-1-9,Edge], [2:0-1-8,Edge], [3:0-0-1,0-0-8] [11:0-0-1,0-0-8] [12:0-1-8 Edge] [13:0-1-9 Edge] I, LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TOLL I 30.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.14 14-55 >999 360 MT20 244/190 •TCDU 15.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.32 14-55 >522 240 B LLB 0.0 !' Rep Stress Incr YES WB 0.72 Horz(CT) 0.01 3 n/a n/a B�DLI ; 10.0 Code F�C2017/TPI2014 Matrix -AS Weight: 229 lb FT = 20% LdM' 6ER- f °�� BRACING- TQI? CHORD 2x4 S1P No.2 TOP CHORD Structural wood sheathing directly applied. SP BOT CHORD 2x4 No.2'Except* BOT CHORD Rigid ceiling directly applied. 1I I I 1-2,121 13: 2x2 SP No.2 WEBS 1 Row at midpt 8-18 WEBS' 2x4 SP No.2 1 OTHERS 2x4 SF No.2 REACTIONS. All bearings 24-0-0 except (jt=length) 11=0-8-0, 15=0-3-8. (lb) - Max Ho 3=90(LC 11) Max Up ift All uplift 100 lb or less at joints) 24, 15 except 3=-169(LC 12), 18=-653(LC 12), 23=-208(LC 8). 11=-229(LC 12) y Max Gr v All reactions 250 lb or less at joints) 20, 21, 22, 24, 25, 16, 15 except 3=482(LC 21), 18=2204(LC 1), 23=730(LC 21), 11=843(LC 22), 3=467(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 34=463/172, 6-7=-176/981, 7-8=-175/981, 8-10=-957/243, 10-11=-1472/370 BOT CHORD 3-25=-92/375, 24-25=-92/375, 23-24=-92/375, 22-23=404/158, 21-22=-4041158, 20-21=-404/158, 18-20=-404/158, 16-18=0/277, 15-16=0/277, 14-15=0/277, j 11;147-1 =-266/1347 W B 6-23,L-�01/457, 4 23 30434, 8-14=-135/845, 10-14=-677/289, 6-18=-769/314, � 1 LO ��tst i -676 ``,%,{;1,u S NOTES• { j ;\C E AlSte•. �". 1) Unbalanced roofliv, loads have been considered for this design. •� 2) `%Vih,d: ASCE 7-10;1/u1t=160mph (3-•second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=38ft; eave=5ft; Cat. Nr 34 gig ll; Exp B; Encl., GCQI 0.18; MWFR6 (directional) and C-C Exterior(2)-0-10-8 to 2-11-2, Interior(1) 2-11-2 to 19-0-0, Exterior(2) • * =� I1'9 0-0 to 22-9-10,� Interior(1) 22-9-10 to 38-10-8 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for - ' reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 - * 3) Truss designed ftir wihd loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry ! Gable End Details as japplicable, or consult qualified building designer as per ANSI IfPI 1. a9` • 4Cf e` 4)"All plates are 2x4 MT20 unless otherwise indicated. ®.• 4)[Gabiejstuds spaced at 2-0-0 oc. < 6);This tfllss has been' designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • ,,, „ �,� •��,�� 7) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide S'Q11 •will fit between the bo6rn chord and any other members. 8)' Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 24, 15 except A I/�1,Il iat=lb) 3=169, 18=653, 23=208, 11=229, 3=169. Julius3486 9);'This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum ek USA, Inc. 6634 isheetrock be applied directly to the bottom chord. 6904 Parke East Blvd. Tampa FL 33610 Date: !' I March 20,201 E I I I l !WARNING-Verify,dEsjrgn parametersaI READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE M11-7473 rev. fe/=015 BEFORE USE, . l Design valid for use onl with MiTek®wnnehtors. This design is based only upon parameters shown, and is for an individual building component, not I a fryss system. eefore;tse, the building designer must verify the applicability Of design parameters and properly incoryorate this design Into the overall �_ building design. Bradng Indicated is to prevent buckling of Individual truss web andlor chord members only. Additional temporary and permanent bracing is always required forlstability and to 'raven( collapse with possible personal injury and property damage. For general guidance regarding the MiTek fatidca0on, storage, rlelvery, erection and bracing of trusses and trusssystems, see ANSI/iP/1 qualfty Crfterla, OSB-89 and BCSI Bullding Component Safety Infonnafion a��ilahle from Truss Plate Insgtute, 219 N. Lee SVeet, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 II i Ii : III I ' I Truss r`uss type city Ply 50716o-R19005 III 00$-INN-OCARROl" 1' �'i T16565828 A4 Common 3 1 I , 1!:' Job Reference (optional) �T bbetts Lumber Co., ,Ll! C, Ocala, FL - 34472, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 23:46:43 2019 Page 1 �1 ID:?djuNkcNrMmS?tVVkcR3GXzgTVt-QBfP6DfFKl Bgl?invOUwYMYaiGnvHz9Kno3YQzZDC6 ! I' -4IV-6 1-0-1 12-9-9 _ 19-0-0 , 25-2-7 3%11-15 38-0-0 38-10$ j 0 10-3 7-0-1 5-9-7 6-2-7 6-2-7 5 9-7 7-0-1 0-10- ! Scale = 1:65.2 i I 3.38 12 5x6 = 7 30 31 • 2x4 6 8 2x4 1 3x6 3x6 C 21 22 4 5 9 10 39� I 2x4 I 32 1211 2 'I I I 20 19 18 17 16 16 14 d 1 :� 2 6 4 3 xII x= 3x6 = 2x4 II 3x6 = i 3x8 = 3x6 = i I i 3.38 12 �I • i 9-2-11 14-2-12 23-9-4 26-9-5 38-0-0 9-2-11 ' S-0-1 9-6-8 5-0-1 9-2-11 Plate Offsets (X,Y)-- [1:0-1-9,Edge] [2:0-1-8 Edge] 13:0-1-1,0-0-81 [11:0-1-1,0-0-8][12:0-1-8 Edge] [13:0-1-9 Edge] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/de0 Ud PLATES GRIP TCLL . 30.0 Plate Grip DOL I 1.25 TIC 0.57 Vert(LL) -0.20 14-28 >858 360 MT20 244/190 TCDL 15.0 1 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.42 14-28 >409 240 BOLL, 0.0 Rep Stress [nor' YES WB 0.99 Horz(CT) 0.08 11 n/a rile B ,DLi 10.0 I Code FIAC2017/TP12014 Matrix -AS Weight: 182 lb FT = 20% L !MgER- !il) I BRACING- T F �HORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. B(j; 2x4S SS 'Except* HORD BOT CHORD Rigid ceiling directly applied. I 1-2,12r13: 2x2 SP No.?, i16-18: 2x4 SP No.2 WEBS 1 Row at midpt 8-17, 6-17 46 2x4 CP No.2 `Except* 8-17;1i/: 2x4 SP SS WEDGE Left!: 2x4 SP No.3, Right; 2x4 SP No.3 REACTIONS. All be9rings 0-8-0 except (jt=length) 19=0-5-8, 15=0-5-8. (lb) - Max Ho 3=90(LC 11) MaxUplift All uplift 100 lb or less atjoint(s) except 3=-330(LC 12), 19=-210(LC 12). j i 15=-21O(LC 12), 11=-330(LC 12) Max Grav All reactions 250 lb or less at joint(s) except 3=1203(LC 1), 19=966(LC 1). 15=966(LC 1), 11=1203(LC 1) I FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TCP CHARD 3-4=-2610/690,4-6=-2112/561,6-7=-1196/431,7-8=-1196/435, 8-10=-2112/562, 10-11=-2610/690 BOT CHORD 3-20=-573/2437, 19-20=-325/1540, 17-19=-325/1540, 15-17=-342/1540, 14-15=-342/1540, 1►I I I II/e ,s 1 i 11i,14 -573/2437 ,e�� i0us Lc�` tf W B 17-2�=-661/197, 8-2 =-939/296, 6-21=-939/296, 17-21=-661/197, 8-14=-78/664, `a I• �' 10111-638/279, 19-1=-628/181, 15-22=-628/181, 6-20=-78/664, 4-20=-638/279 4�� ..•�C E nis °•. ,�� '•,' � �. F No 34869 1) Un glanced roof'Iw� loads have bein considered for this design. o •� 2) iiid: ASCE 7-10E-yu1t=160mph (3-6cond gust) Vasd=124mph; TCDL=6.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=38ft; eave=5ft; Cat. Exp.B; Encl., GC i=0.18; MWFRS (directional) and C-C Exterior(2)-0-10-8 to 2-11-2, Interior(1) 2-11-2 to 19-0-0, Exterior(2) o i19-,0-0 to 22-9-10Ittterior(1) 22-9-16 to 38-10-8 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for .. • .. reactions shown; i uu, fiber DOL=1.33 plate grip DOL=1.33 f 0 . a � d 3) 'All plates are 3x4 MT20 unless otherwise indicated. 4 �• �tl� .A) ,This truss has been; designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . C Q Q � • R �; Ft�? 5); This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide > �` will fit between the bo om chord and any other members. %�� �6)i Pr6vide mechanical connection (by others) of truss to bearing plate capable of withstanding 330 lb uplift at joint 3, 210 lb uplift at joint 19, 210 lb uplift aItjoint 15 and 330lb uplift atjoint 11. 7);Th[s truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum Julius Lee PE No.34869 isheetrock be applied 'directly to the bottom chord. MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: March 20,201� IA1 DARNING - Verify design parameters add READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. i ' Design valid for use dnly with MiTek® tonne tors. This design is based only upon parameters shown, and is for an individual building component, not a t ss system. Before. se, the building desi;ner must verify the applicability of design parameters and property incorporate this design Into the overall bu Iding design. Bra 'n indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing r. MiTek* Is Iways required tors bility and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fagrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PI1 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sa/etylnformation- o' liable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Ii i1 iI'� T16565829 Supported Gable 'L - 34472, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 23:45:44 2019 Page 1 l ID:7djuNkcNrMmS7tVVkcR3GXzgNt-uODnJZgt5362luavLdvjTmvoY6glezvlZQYc5tzZDC5 4x4 = 338 12 Scale=1:30.2 5 7 18 19 4 8 3x4 i r 17 20 3x4 = 3x4 10 I ; I� 3x4 1 2 ; I, 11 171 I 3x4 I j 16 15 14 13 12 3x4 = 6 0 16.0-0 LOADING (pso i SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) 0.00 9-11 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.12 Vert(CT) 0.01 9-11 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 64 lb FT = 20% VIBER- i 11I BRACING- P CHORD 2x4 S, No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. T CHORD 2x4 No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. H�RS 2x4 No.2 *Except' ! 1-2, 0.1d: 2x2 SP No. ' I A}TIONS. Allibearings 16-0-0. (lb) - Max orz 3=-44(LC 10) Ma> plift All uplift 100 lb or less at joints) 14, 15, 13 except 3=-104(LC 12), 9=-104(LC 12), 16=-109(LC 12), '� 1 12=109(LC 12) Max Grav All reactions 250lb or less atjoint(s) 14, 15, 13 except 3=272(LC 1), 9=272(LC 1), 16=430(LC 1), 12=430(LC.1) FORCES. (lb) - Max: Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 4-16=-�32/248, 8-12=-3321247 NOTES- 1)l Unbalanced roof live loads have been considered for this design. 2)#nd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3)-0-10-8 to 2-1-8, Exterior(2) 2-1-8 to 8-0-0, Comer(3) 8-0-0 to 16-10-8 zone; ilever left and right exposed for members and forces &MWFRS for reactions *sh wn'; Lumber DOL=10.33, pla a grip DOL= 33to ;C-C `eeee�-tU S 3)ITruss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry 'Gable! End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. %% F �j ��� .•�� ii E N $ •. ��� 4) All plates are 2x4 MT20 unless otherwise indicated. 5) requires contln6ous bottom bearing. �' F 34869 IGable cord 6) .Gable studs spacgc� at 2-0-0 oc. 7 �fhis truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) (This truss has be n for � live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide .. ('Idesigned Willi fit between thg ottom chord and any other members. = 9) Prgqv'de mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 14, 15, 13 except �(]t=I b) 3=104, 9=1 �, 12=1 Q9. • 16=109, w I' �1 i� • � P � .=�Cf� a,. Mat Julius Lee, PE No.34869 MiTek USA, Inc. FL Cert 6634 j I 6904 Parke East Blvd. Tampa FL 33610 i Date: March 20,2019 &WARNING - Veriry design poiamefers acid READ NOTES ON TRIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev. 10/03/2015 BEFORE USE. De�slgn valid for use only with MiTek® connectors. This design Is based only upon paremeters shown, and Is for an Individual building component, not . a buss system. Before use, the building designer must verify the applicability of design parameters and propedy Incorporete this design Into the overall building design. Bradnj indicated is to prevent buckling of Individual Vuss web and/or chord members only. Additional temporary and permanent bracing is �Iways required forlstabllity and to prevent' collapse with possible personal Injury and property damage. For general guidance regarding the MiTek- taprication, storage, delivery, erection and b cing of trusses and truss systems, see ANSI?P11 Quality Crlferle, DSB-89 and BCS/ Bullding Component �� Sarety /nfarmatlon eJall�ble from Truss Pl�te Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job � Ii Truss truss Type Qty Ply 50I 'bui-�i19005 T16565830 1 40�-INWOCARROIL'i' I B2 Common 4 1 Job Reference (optional) .Tbe� & Lumber Co.; L I C,, Ocala, L - 34472, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 23:45:45 2019 Page 1 I I ID:?djuNkcNrMmS?tVVkcR3GXzgTVt-Nam9WvhVsNEvw295uKQyOzSvDW12NPnSo4HAdJzZDC4 -0-10-8 , ! 8-0-0 16-0-0 16-10-8 ' 0-10-8 ' 8-0-0 8-0-0 0-10-8 1 _ ll Scale = 1:30.2 6x6 = 3.38 12 4 16 17 ; 13x4 15 18 3x4 11 !3x4 I it 23 56 3x4 I' I i'1' i. Io s sal s 8 s s 2x4 4x4 —.. i 4x4 = I I II I 8-0-0 16.0-0 i 8-0-0 8-0-0 Plate Offsets (X,Y)-- [ :0-1-2,0-2-01, [5:0-1-2,0-2-01 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TELL 30.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.13 8-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.23 8-11 >845 240 BOLL 0.0 Rep Stress incr YES WB 0.08 Horz(CT) 0.03 5 n/a n/a BCDL 10.0 I Code FBC2017/TP12014 Matrix -AS Weight: 56 lb FT = 20% • LUMBER- i BRACING- T P CHORD 2x4 SP SS i TOP CHORD Structural woad sheathing directly applied. ' BT CHORD 2x4 S,PNo.2 BOT CHORD Rigid ceiling directly applied. W BS 2x4 SI? No.2 O H RS 2x2 P No.2 �!III (ACTIONS. R (Ib/s)z, 3=959/0-8-0, 5=959/0-8-0 Max: Holz 3=-50(LC 9J Max! Uplift 3=-258(LC I12), 5=-258(LC 12) FARCES. (lb) - Maxi1 Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TQP CHORD 3-4=;1788/466, 4-5=-,1788/466 BOT CHORD 3-64352/1634, 5-8==352/1634 WEBS 4-8=0/340 i NOTES -I 1) i Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. � 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-0-10-8 to 2-1-8, Interior(1) 2-1-8 to 8-0-0, Exterior(2) 8-0-0 to I11-0-0, Interior(1) 11-0-0 to 16-10-8 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 `�� F Sj 3),This has been 10.0 truss designed for a psfibottom chord live load nonconcurrent with any other live loads. 4),'* This, (truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide .,\Ci E N S'�:•. �sI Vill'fit between the bottom !,chord and any other members. 5) Provide mechanic all connection (by i thers) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 34869 • °� 3=258, 5=258. PI = : s ) phis truss design �egtSires that a miAlmum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum * o sheetrock be applieli birectly to the ottom chord.'441— H 1.1 Fig Julius,, Lee: FE Na.34869, MiTek; U&k, lnc. FL Cert 6634 6904,Puke East. Blvd., TampaFL33610 Date_ March 20,201 f &WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design for only wt valid use with MTekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall li building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' 1s always required for stability and to preven; collapse with possible personal injury and property damage. For general guidance regarding the it fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Quality Criteria, DSB-89 and SCSI Building Component Safefy/nformafion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 ---- r �t truss Type Supported Gable T16565831 Co., 0-10-8 I 3-2-0 3.38 12 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 23:45:46 2019 Page 1 I D:?djuNkcNrMmS?tVVkcR3GXzgTVt-rmKXkEi7dgMmxgHS2xBYB_8RvW56tlbl klj9lzZDC3 4x4 = Scale = 1:15.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL I 30.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.00 5-7 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.10 Vert(CT) 0.00 5-7 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.21 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BQT CHORD 2x4 SP No.2I BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.2' OH IRS 2x2 SP No.2 I R ACTIONS. (ib/e' ] )I 3=243/6-4-ii, 5=243/6-4-0, 8=369/6-4-0 Ma Hors 3=25(LC 8), `I Ma� l�plift 3=-106(LC I12), 5=-106(LC 12), 8=-56(LC 12) I, Ma rav 3=247(LC 21), 5=247(LC 22), 8=369(LC 1) FARCES. (lb) - Max'IComp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS; 4-8=273/278 NOTES- Ili ' 1)pUnbalanced roof live loads have been considered for this design. 2)IWind: ASCE 7-10 Vuh=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Encl., GCpif 0.18; MWFRS (directional) and C-C Corner(3)-0-10-8 to 2-1-8, Exterior(2) 2-1-8 to 3-2-0, Corner(3) 3-2-0 to 16-4-0;IExterior(2) 8-4 0 to 7-2-8 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; 'Lumber DOL=1.33 plate grip DOL=1.33 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 per ANSI/TPI 1. 4)Gable requires continuous bottom chord bearing. 5)IGable,studs spaced at 2-0-0 oc. 6)jThis truss has been'designed for a 10.0 psf:bottom chord live load nonconcurrent with any other live loads. 7).; This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the Bottom chord and any other members. �8) ;Pr'vide mechanicaltconnection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except at=lb) =�06, 5=106. II 9) Bei eled plate or slim, required to provide full bearing surface with truss chord atjoint(s) 3. I ,I I' Ili III'I I I I ' I I %%`OtitIIIill,,1O ``,�wLIUS (FFoio��e •'�,\GEN&* 34869 IZ Jijiius,Lee. PE Nnj34869 MiTek USA,.tnc EL C'ert 6634: 6904, Parke; East Blvd.,. TampaF,L33&i9 Date - March 20,2019 AIWARN/NG • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss, system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' i; is always required for stability acid to prevent, collapse with possible personal injury and property damage. For general guidance regarding the !i fabricAon, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PIf Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. I� Sa%ety Information bvailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 any — oxv n LOADING (psf) 1 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 30.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.04 5-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.08 5-10 >914 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 27lb FT=20a/a LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. 'CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. 3S 1 2x6 SP No.2; tERS 2x4 SP No.2'Except' I l 1-2: 2x2 SP No.2 tCTIONS. (Ib/siz ); 5=330/0-8- , 3=420/0-8-0 Mai ,0i 3=114(LC 2) I Max i plift 5=-89(LC 1,2), 3=-120(LC 12) II ,I tCES. (lb) - M11 Comp./Max. Ten. - All forces 250 (lb) or less except when shown ' CHORD 3-4=1252/34 'ES- ,I 1 /iild: ASCE 7-101 Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. Exp B; Encl., GCpi70.18; MWFRS (directional) and C-C Exterior(2)-0-10-8 to 2-1-8, Interior(1) 2-1-8 to 6-1-4 zone; cantilever left nd right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 russ designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry able; End Details as lapplicable, or consult qualified building designer as per ANSIrrPI 1. able; studs spaced at 2-0-0 oc. his truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been ldesigned for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide ill, fit between the bottom chord and any other members. rovide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 5 except ()t=lb) j3=120. 1 7)This truss design requires,that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. II �; � I I I , I �IIIIIIIIIt1 ,%%yLIUS CF���i�i % GEN i No 34869 o o � • <e-IS Q N Aa �E%tv du1ius L'ee.PENb:34869 MiTa USA;. Inc:.FLCert6634. 6904 Parke: East BIIt&. Tampa FL 33610 Date: March 20,2019 & WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGEMII.7C73 rev. 101032015 BEFORE USE I• Design valid for use only with Mi reke connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' IIs always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the , fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. i SaferyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 1 , Job Truss i5uaa Type I Q16005-INN-OCARR6L' M14A Monopitch Supported Gable i I Tibbetts Lumber Co., LLC. Ocala, FL - 34472, i� city Ply r;,luYti4. Doi T16565833 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 23:45:47 2019 Page 1 I D:?djuNkcNrMmS?tVVkcR3GXzgTVt-Jzuvxail0_Ud9MIUOITQ50XImJrVrKUIFOmGiCzZDC2 14-5-8 0-10-8 'j i 14-5-8 ,I Scale. 1 3.38 12 9 t 18 8 7 3x4 6 4 5 17 3x4 3x4 -23 11 16 15 14 13 12 19 11 14-5-8 ( LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP ' TCLL: 30.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 15.0 ; Lumber DOL 1.25 BC 0.15 Vert(CT) 0.01 1 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 11 n/a n/a BCDU : 10.0 I Code FBC2017/TP12014 Matrix-S Weight: 69 lb FT = 20% L6MBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. W€BS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 "Except" {, I 1-2: 2x2 SP No.2 REAOTIONS. AII'bearings 14-5-8. ' I , (lb)- Me Fiorz 3=224(LC �2) �, I! Max plift All uplift 100 lb or less atjoint(s) 11, 3, 12, 13, 14, 15 except 16=-134(LC 12) Maxi rav All reactio s 250lb or less atjoint(s) 11, 12, 13, 15 except 3=289(LC 1), 14=251(LC 1), 16=489(LC F RCES. (lb) - Ma�Comp./Max. Te . -All forces 250 (lb) or less except when shown. TpP CHORD 3=r293/112 W BS' 4- 6?-378/295 NOTES- I 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=2ft; Cat. li; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3)-0-10-8 to 2-1-8, Exte(or(2) 2-1-8 to 14-3-12 zone; cantilever ,left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2)II'Truss'designed'for wi d loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry (Gable! End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3),AII plates are 2x4 MT20 unless otherwise indicated. 4);Gable requires continuous bottom chord bearing. 5)iGable studs spaced at 2-0-0 cc. 6);This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)1" 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 1-0-0 wide will fit between the bottomlchord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by bthers) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11, 3, 12, 13, 14, 15 except Ot=lb) 16 - 134. .9) Be eled plate or sf]i required to prl vide full bearing surface with truss chord at joint(s) 3. ' III 1 .III I� I ii I1 i 1 'I lus 34869 w-O; I�NAI-E';.�''� ��BtltYltiE6l\ Julius Lee PE No.34869 MiTek USA,-IDc FLGent 6634, 6904 Parke East.BIV&Tampa FL33 9 Date March 20,2019 ;WARNING - Verify design parameters and READ NOTES ON 7HISAND INCLUDED MITERREFERENCE PAGEMIA7473'rev. 1010312015 BEFORE VSE. Desigri valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not I a truss system. Before usd, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall f� F_ building design. Bracing indicated is to prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing M iTete I is always required for'stabllity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. I� Sa(etyinformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 Tampa, FL 36610 Truss Truss iype Qty Ply 507 5-INN-OCARROLI M14B Monopitch 10 1 Job Refe 0-1Ot8 I P i I I i � I' I III i 12 3x4 3x4 ' ;23 s i 4x4 = 1110-141-1.1.11V 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 23:45:47 2019 Page 1 ID:?djuNkcNrMmS?tW kcR3GXzgTVt-Jzuvxail0_ud9Ml UOITQ50XCCJIbrFoIFOmGICzZDC2 14-5-8 4x4 ficale = 1:27.4 3.38 12 6 13 3x4 3x4 5 4 8 L 2x4 II 7 3x6 = ifs! t�l 7-3-11 7-1-13 t L IADING CLL�: (psf) ! II; SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP T 30.0 ! Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.07 8-11 >999 360 MT20 244/190 T66L; 15.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.15 8-11 >999 240 Bftl- 0.0 '. Rep Stress Incr YES WB 0.36 Horz(CT) 0.03 7 n/a n/a f. B6DL 10.0 II Code FBC2017ITP12014 Matrix -AS Weight: 68 lb FT = 20% L4MBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. { WEBS 2x4 SP No.2 *Except* WEBS 1 Row at midpt 4-7 rq 1' 6-7: 2x6'SP No.2 OTj HERS 2.2 SP No.2 REACTIONS. (lb/size) 3=864/0-8-0, 7=780/0-5-8 Max Horz 3=227(LC 12) j I Max Uplift 3=-206(LC 12), 7='211(LC 12) I I' FORGES. (lb) - Max ( ) j Com Max./Te�1 All forces 250 (lb) or less except when shown. ) P' r- ( ) P �• ;j TOP B CHORD 3 HORD 3-1=;r397/1445, -r1578/270, 6-7=,264/170 7-8=1397/1445 t ! W B$ 4-8= /301, 4-7=-1450/401 N . S, III II 1) � l id*i ASCE 7-101 � ult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. ' ill; Lx B; Encl., GCPI=0.18; Nland MWFRS (directional) and C-C Exterior(2)-0-10-8 to 2-1-8, Interior(1) 2-1-8 to 14-2-12 zone; cantilever right exposed1;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 ' 2) 3) This truss has be6nWesigned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 1-0-0 wide ILtE tUtIr4'eVV �! � � S �fl-i fit between the bottom chord and any other members. tt�`y o 4)lwill Pr8vide mechanical, nnaction (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) �� .••�{✓ E s. ✓� 5)'This 3=206, 7=211. truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum No 34869m; h jsheetrock be applied directly to the bottom chord. • F •. p III • !' ; � L ®� s • . R • . C? % fiS�OCVA� E���. I� Junius Lee PE No 34869 I I MiTek: USA, Inc -FL Gert 6634 6904 Parke: East Blvd:. Tampa FL 33&10 Date- f iI I March 20,2019 r•� i fI 'WARNING - Verify design parameters and READ NOTES ON THISANDIINCL4UDDEDMITFKREFERENCE PAGE.MIP7473Tev. 90/0312015BEFOREWSE. valid for use dnly with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not ,. IDesign , a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall buildinb design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i is for to injury damage. For the M,.iTek. � always required stability and prevent collapse with possible personal and property general guidance regarding fabrication, storage, delively, erection and bracing of trusses and truss systems, see ANSI/TPH Quality Criteria, DSB-89 and SCSI Building Component Safetyinformation availjible from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 ¢o¢ Job!! Truss ; Type Qty Ply 516,-.,x,1)19005 T16565835 Q19005-INN-OCARROL V1 GABLE 2 1 iiii Job Reference (optional) • I�UUC IIJA.U,11UC1 l U., LLu, uU ia, rL-044 fL, t1.2411 s uec 6 2U1 d MI I eK Industries, Inc. I us Mar 19 23:45:49 2019 Page 1 I D:?djuN kcNrMmS?tVVkcR3GXzgTVt-F LOgMGk7wbkLOg Ss7AVuApcf67XPJ Da ljiFN m4zZDCO 11-11-4 1:37.3 17 16 15 14 13 12 11 10 3x4 = I , 1 it I;il I l ;I� 1_646ING (psf) !� SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TGI LI i 30.0 ! II! Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TObL 15.0 III Lumber DOL 1.25 BC 0.12 Vert(CT) 0.00 1 n/r 90 BCLLI . 0.0 1 i Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 10 n/a n/a B DL 10.0 j Code FBC2017/TP12014 Matrix-R Weight: 101 lb FT = 20% L9MBER- BRACING - CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, CHORD 2x4 SP NO.2 except end verticals. S 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 REACTIONS. AllbeBrings 21-11-4. (lb) - Max Uplift All uplift 100 lb or less at joint(s) 10 except 17=-146(LC 8), 16=-142(LC 8), 14=-147(LC 8), 13=-147(LC 9), 12=-149(LC 9), 11=-120(LC 9) Max Grav All reactions 250lb or less atjoint(s) 10 except 17=286(LC 1), 16=459(LC 1), 14=436(LC 1), 13=437(LC 1), 12=455(LC 1), .!11=357(LC 1) I ;.II F R. (lb) - IV14! Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NP CHORD 2-17i-255/166 W BS i 3- 16i— 71/194, 4-141i-358/194, 5-13=-357/195, 7-12=-372/198, 8-11=-295/161 I NinS�i 1) ASCE 7-101 u1t=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCPI=0.18; MWFRS (directional) and C-C Exterior(2)-0-11-4 to 2-0-12, Intedor(1) 2-0-12 to 21-9-8 zone; cantilever Ieft!and right expds'4d,;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate!861nage to preveht water ponding. 3) ,'All plates are 2x4'l Y20 unless otherwise indicated. 4)lGable requires con(inuous bottom chord bearing. 5) This truss has been'designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ^ Thisltruss 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 1-0-0 wide will fit between the 6 6m chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10 except (jt=lb) • 1,17=146, 16=142, 14=�147, 13=147, 12=149, 11=120. Lta t t KQ ftrijr 1171 No 34869 '•.< 0 .OR ti0 . ��SSo0 N A� Julius Lee PE No.34869 MTek USA. Inc- FL Cert 6634 6904 Parke East Blvd.. Tampa FL 33610 Date: March 20,2019 WARNING - Verlf) r94 sign parameters arjd READ NOTES ON THIS,ANDIINCLVDEDMITEKREFERENCEPAGEIMIh7473:rev. ^ID/D3/2D1318EFOREIWSE. esign valid for use only with Mi fekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not a buss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M'[Tek I fabrication, storage, delivelry, erection and bracing of trusses and truss systems, see ANSI/TP/1 Quality Criteria, OSa-89 and SCSI Building Component 6904 Ponce East Blvd. Safe4ylnfomlation available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Jo , I Truss Truss type Oty Ply 507 a 9005 I i ' ', I T16565836 Q1b005-INN-OCARROL� I V2 GABLE 1 1 Job Reference (optional) .Tibbe�tts Lumber Co., ,LLO,, Ocala, FL - 34472, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 23:45:50 2019 Page 1 ID:7djuNkcNrMmS?tWkcR3GXzgTVt-jYa2aclehvsCOp13ht07j 19gsXte2g6BxM7wIW72DC7 �0-11� , 21-11-4 0 ' 21-114 Scale = 1:37.3 II! II 3x4 � I I ', 1 2 1' II 18 3 19 4 5 20 6 7 21 8 9 In I , { I I I 17 I 16 15 14 13 12 11 10 3x4 = I i i 21-11-4 21-114 L A ING (psf) i l SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP T ,L'LI ! 30.0 Plate Grib DOL 1.25 TC 0.24 Vert(LL) 0.00 1 n/r 120 MT20 244/190 T B dLI 15.0 LLI 0.0 Lumber DOL 1.25 Rep Stress Incr YES BC 0.12 WB 0.07 Vert(CT) 0.00 1 n/r 90 Horz(CT) 0.00 10 n/a n/a BCDL1 10.0 ! Code FBC2017/TPI2014 Matrix-R Weight: 96 lb FT = 20% LIMPER- III( i BRACING- T P CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, B$T CHORD 2x4 $P No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 SP o.2 � I REACTIONS. L All beJrings 21-114., (lb) - Max Uplift All uplift 100 lb or less atjoint(s) 10 except 17=-146(LC 8), 16=-142(LC 8), 14=-147(LC 8), 1! 13=-147(LC 9), 12=-149(LC 9), 11=-120(LC 9) Max Grav All reactions 250 Ib or less atjoint(s) 10 except 17=287(LC 1), 16=458(LC 1), 14=436(LC 1), 13=437(LC FORCES. Iil i 11), 12=455(LC 1),,11=356(LC 1) (lb) - Maz ,Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TP W NW41)!Id' CHORD 2-17�-256/166 LL I,. B� 3-r6=-371/194, 4-14=-358/194, 5-13=-357/195, 7-12=-372/198, 8-11=-295/161 i's1 ASCE 7-10 Vasd=124mph; J;II, 1u!t=160mph (3-0econd gust) TCDL=6.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. ExQ B; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterjor(2)-0-11-4 to 2-0-12, Interior(1) 2-0-12 to 21-9-8 zone; cantilever 2) 11 fe and right expo' ed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 Prgvtde adequatelstlrainage to prevent water ponding. H 61111P1 3) qll � ates are 2x4 )v1�720 unless oth0wise indicated. ����� 4 IS tP`�o 4) .Gaple requires contmuous bottom chord bearing. 6) ,this truss has been; designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��� .•� G, E N' 6) ,'iTO!s truss has been designed for ai live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide 4rlll.fit between the Bottom chord and any other members. 34'869' 7)t{Provide !17 mechanical; cPnnection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10 except Qt=lb) * 146, 16=142, 14=r47, 13=147, 12=149, 11=120. cc i�• •W %% �O N AI- �11111111110", I Julius Lee PE No.34869 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd.. Tampa FL 33610 i I 0ate: i ! March 20,201 S .WARNING -Verily s;gn parameters apd READ NOTES ON THIS AND INCLUDED Mf7EKREFERENCE PAGE M11-7473 rev. 1DIOMM5BEFORE USE. Design I valid for use onli with MTeke connectors. This design Is based only upon parameters shown, and Is for an individual building component, not 1112 e 1((uuss buhding system. Before#6, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing _ MaTek l• Is fadrioation, Iways required forstablllty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the storage, delivery, erection and bracing of trusses and truss systems, see ANSYTPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 `Type Oty Ply 5Ci .,;L=")19005 I' i s Truss j !—-Type Jo .O1 ! , , I T16565837 005-INN-OCARROLi V3 GABLE 1 1 Job Reference o tional Tibbetts Lumber Co., LLG, Ocala, FL - 34472, 8.240 Is Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 23:45:50 2019 Page 1 • I ; ID:?djuNkcNrMmS?tVVkcR3GXzgTVt-jYa2aclehvsCOpl3htO7j19gsXte2hVBxM?wIWzZDC? L. r0-11-4 21-11-4 _ • 0-11-4 21-11.4 iI Scale = 1:37.3 3x4 = I1 I 2 i `!� 18 3 19 4 5 20 6 7 21 8 9 4 0 In li ri I I I I� — � I 111 Ii ! 17 i'I 16 15 14 13 12 11 10 3x4 = I ' I i l ii 21-11-4 21-11-4 L A ZING (psf) ;t SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP T UL 30.0 iI Plate Grip DOL 1.25 TIC0.24 Vert(LL) 0.00 1 n/r 120 MT20 244/190 T pL 15.0 �I Lumber DOL 1.25 BC 0.12 Vert(CT) 0.00 1 n/r 90 B LL 0.0 i Rep Stress Incr YES WB 0.05 HOrz(CT) 0.00 10 n/a n/a B ,4 10.0 i I ( Code FgC2017/TP12014 Matrix-R Weight: 85 lb FT = 20% L tJ' ER- III! I BRACING- T B ,P HORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, T HORD 2x4R No.2 except end verticals. W B 2x4 SP No BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OH RS 2x4 SF? No.2, R I,II I. ACTIONS. Ailib'earings 21-11-4.' (lb) - Max Up ift All uplift 100 lb or less at joint(s) 10 except 17=-147(LC 8), 16=-142(LC 8), 14=-147(LC 8), 13=-147(LC 9), 12=-149(LC 9), 11=-120(LC 9) Ma); Grav All reactions 250lb or less atjoint(s) 10 except 17=288(LC 1), 16=457(LC 1), 14=437(LC 1), 13=437(LC i 1), 12=455(LC 1), 11=354(LC 1) FARCES. (lb) - Max., Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2- 7-257/1,66 W BS 3- 6-369/193, 4-14=-358/194, 5-13=-357/195, 7-12=-372/198, 8-11=-295/161 -NI ITI 1 FS1' �!I 1) h! l WNj dASCE 7-10i IVult=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. I! �x B, Encl., G ¢i=0.18; MWFR (directional) and C-C Exterior(2)-0-11-4 to 2-0-12, Interior(1) 2-0-12 to 21-9-8 zone; cantilever ,1g'lfta , i d right exposd-C for memgip_ers and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) RI,r vldeadequateloramagetoprevehtwater ponding. 3) ��\\\ItQ1fEfle� �II I/ates are 2x4,f' 1 20 unless othe'wise indicated. 4) 5) ;Ga le requires co" nuous bottom chord bearing. ♦% � � � xPi jfh s truss has behldesigned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads..``� 6) i IT�1is truss has b en idesigned for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide � illi fit between theloottom chord and any other members. n 34& 7) Prgvide mechanicaliconnection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10 except (jt=lb) 17=147, 16=142, ;1d=147, �13=147, 12=149, 11=120. — j.cc 1;10... /O N AL Julius Lee PE No,34869 ij I j MITek USA, Inc. FL Cent 6634 6904 Parke East Blvd, Tampa FL 33610 II; Date: March 20,201 W RNING-Vmf��I sign parameters a READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGEMB-7473 rev. 1010312015 BEFORE USE. n valid for use 69'1�with Wake conne6tors. This design is based only upon shown, and is for an individual building component, not MIR PE 1 a tru# parameters system. Beforeluse, the building desiiner must verify the applicability of design parameters and properly Incorporate this design into the overall design. Bracing iridicated is to prey nt buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 'n MaTe� iulldipg s �Iways required forletebjlity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fal/rication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. t 1, Safeiylnlormatidn aJ11 aiiable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 i 1 , lJob 9005 T16565838 1 1* I I Tibbetts Lumber Co., LLC, Ocala, FL - 34472, 041-4 .0-11-4 a 1111111M, MU11141 11 1 1 JJob Reference (optional) 8.240 a Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 23:45:51 2019 Page 1 ID:?djuNkcNrMmS?tWkcR3G)(zqTVt-Bk8Qny[GSD-3ezcFFbXMFEI—cwDsn8pKAOkUrzzzDC- 21-114 Scale = 1:37.3 I. 3X4 1 2 18 3 19 4 5 20 6 7 21 8 9 0 17 16 15 14 13 12 11 10 3x4 J 21-11-4 21-11-4 LOADING (pso l� SPACING- 2-0-0 CS1. DEFL. in (loc) I/defi Ud PLATES GRIP Tdl! Y* 30.0 Plate GOP DOL 1.25 TC 0.24 Vert(LL) 0.00 1 n/r 120 MT20 244/190 B qL " 15.0 um 00 : .! Lumber DOL 1.25 Rep Stress Incr YES BC 0.12 WB 0.04 Vert(CT) 0.00 1 n/r 90 Horz(CT) 0.00 10 n/a n1a BcU q 510 0 � : Code FBC2017/TP12014 Matrix-R Weight: 73 lb FT 20% LU 3 ER- BRACING - TOP, HORD 2x4 2* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOTZH6RD 244 o2 except end verticals. WEE .4, 2x4 0.2 BOT CHORD Rigidceiling directly applied or oc bracing. OT, IRS 21 qo.2 RE TIONS. "All [e'anngs 21-114. ill IIi,)iII (lb) - I Jplift All uplift 100 lb or less at joint(s) 10 except 17=-147(LC 8), 16=-142(LC 8), 14=-147(LC 8), 13=-147(LC 9),12=-149(LC 9), 1 l=-1 19(LC 9) M 1i rav All reactions 250 lb or less at joint(s) 10 except 17=288(LC 1), 16=456(LC 1), 14=437(LC 1), 13=437(LC 12=455(LC 1), 11 =353(LC 1) ES: (lb) - JFO d, omp./Max. Ten, -All forces 250 (lb) or less except when shown. TO, II(NORD 1`258/167 W 368/192, 4-14=-359/194, 5-13=-357/195, 7-12=-372/198, 8-11 =-295/162 I NO �J S, il id,: ASCE 71 lt=160mph (3-second gust) Vasd=124mph; TCDL=6.OpsP, BCDL=6.Opsf, h=30ft; B=45ft; L=24ft; eave=4ft; Cat. `1) I! II1;' IA xp B; Encl., and right e 'cl, i 0.18; MWFRS (directional) and C-C Exterior(2) -0-11-4 to 2-0-12, Interior(1) 2-0-12 to 21-9-8 zone; cantilever c ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2),F vide adequgi� inage to prevent water ponding. 3)1), 1 I!- ?Iates are. T20 unless, otherwise indicated. 4) 5)'TIJ .;4,' !e requires cc i truss has be'. ir uous bottom chord bearing. Ll .-""G E N, cesigned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) is truss has tidesigned i,ftilbetweenNJ for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide cttom chord and any other members. IN 34869 7) r , c vide mecha� i connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 10 except at=lb) 17-147,16=14 =147,13=147,12=149,11=119. 0 % ON fill II Julius Lee PE No,34869 III MiTek USA, Inc. FL Cert 663.4 6904 Parke East Blvi Tampa FL 33610 Date - March 20,201 L RVING - Ve ; signvalidforu J, I I any, M parametem=dREAD:IVOTESDNT4iiSANDMCL'IMEDUITEKREFERENCEPAGENII-7473TO ith MiTek® ronnectors. This design is based only upon parameters shown, and Is for an individual bu". ilding component, not ",as system. Be El ding design. ';a it 'is i k ., the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 6 1 idicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' 111ways re ui d ility and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1 rag ricat on, sto 10k, Informaffol Is.al vi ry, erection and bracing of trusses and truss systems, see ANS11TP11 Quality Criteria, DSB-89 and BCSI Building Component ailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Nexandria, VA 22314. III 6904 Parke East Blvd. Tampa, FL 36610 i Job Truss T��P pe Qty Ply 507'• r-°!9005 !I I, � 919 =INN-OCARRdtI i T16565639 V5 Valley 1 1 ' Job Reference (optional) Tlb.be ts Lumber Cc.. LC, Ocala, FL - 34472, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 23:45:52 2019 Pagel ID:7djuNkcNrMmS7tVVkcR3GXzgTVt-fwio7lmuDW6wF7BRpl2boSEBcKajWbIUPgU1MPzZDBz N 41 n I 0-114 1-11-4 1-11-4 '• l y: 7 I ql 1 2 2x4 11 3 2x4 I I Scale = 1:10.7 5 4 2x4 11 2x4 11 LO) I' ING (psf) I '; I SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 4 30.0 I l .I Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TC 15.0 I '' Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 1 n/r 90 BC I� 0.0 ' i Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BC,I .� 10.0 Code FBC2017rrP12014 Matrix-R Weight: 10 lb FT = 20% LUD ER- II BRACING - TO IiORD 2x .SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-4 oc purlins, BO. I 'HORD 2x, SP No.2 except end verticals. 1 WE ' 2A: N0.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REj NS. (ItW. I, r M e) 5=220/1-11-4, 4=58/1-11-4 X Up ift 5=-133(LC 8), 4=-16(LC 9) FO ES. (Ib) ° a c Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 1)1 °d; ASCE 7-.� O; V It=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. l l II rf „ B; Encl.; rxs & MWF C 1=0.18: MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and r reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) wde aciequ a nonage to prevent water ponding. 3) 4) lerequires i truss has tifi f�nuous bottom chord bearing. designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ;14 5) ` 'is truss has en designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide 6) i I fit between the vide mechariical bottom chord and any other members. clonnection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 83 tlt[[f[f[[!! IUS 0 E NSF-. '. �., 34869 .(V. �OR1..��``�` Julius, Lee. PE No.348.69 t MiTek USA., Inc..FL Cert 663A' 6904Parke: East Blvd..Tampa FL33&ftr Date- March 20,2019 I' WARNING - Vel valid for usg 'ry de gn parameters and READ NOTES ON THIS AND MCLUDED MITEK REFERENCE PAGEMIF7473 rev. 10103201E BEFORE USE 1' only ith MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not r�ssign It1.1ytuss system. Before ding design. Bracing usi, the building designer must verify the applicability b design parameters and property incorporate this design Into the overall Indicated is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M; o Iways required ,, a rication, storage, e �ty /nformatioq prevent `or, stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. `k 6904 Parke East Blvd. Tampa, FL 36610 lour; LLC I 005 T16565840 Valley 1 1 Job Reference (optional) 1- 34472, 8.240 a Dec 6 2018 MiTek Industries, Inc. Tue Mar 19 23:45:52 2019 Page 1 ID:7djuNkcNrMmS7tVVkcR3GXzgTVt-fwio7lmuDW6wF7BRpl2boSEBcKajWbiUPgU1 MPZZDBz _'_1 1-4 1-11-4 0-11.4 1-11-4 1 2 2x4 II 3 2x4 II Scale = 1:8.4 5 4 2x4 11 2x4 11 1-11-4 1-11-4 I LO ING (psf) ;� '; SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Lid PLATES GRIP TC 41 30.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.00 1 n/r 120 MT20 244/190 TC t 15.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 1 n/r 90 BCLL 0.0 '! Rep Stress [nor YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCD !• 10.0 Code FBC2017/TP12014 Matrix-R Weight: 9 lb FT = 20% LU R- i l BRACING - TO HORD 2 'SP jJo.2' TOP CHORD Structural wood sheathing directly applied or 1-11-4 oc puriins, BO; HORD 2 , I$P No.2' except end verticals. WE i 2 s� No.2 II BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REfA. TIONS. (Ibig ite) 5=220/1-11 4, 4=58/1-11-4 M ;,!Uplift 5=-133(LC 8), 4=-16(LC 9) iI S. (lb) - ; x omp./Max. Ten. - All forces 250 (lb) or less except when shown. n 1) d ASCE 7- d; V IIt=160mph (3-second gust) Vasd=124mph; TCDL=6.Opsf; BCDL=6.Opsf; h=30ft; B=45ft; L=24ft; eave=4ft; Cat. 111; p B; Encl.,Ii „ICE IFO.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and f es & MWFRSifor reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) FII I i Vide adequate dq inage to prevent water ponding. 3) G Ole requires continuous bottom chord bearing. 4) lidi truss has 66eri eslgned for a 10.0 psf bottom chord live load nonconcurrent with any other live ioads. 5) ' j is 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 1-0-0 wide v�ill fit between thb 6 am chord and any other members. 6) ,Ejrpyide mecha(jic' Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) III all, i ', ARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. ,ign valid for "' only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not ss system. Before ys✓i, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall YJ d'ng design. Bra in indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 { a' vyays required 0 a bility, and to prevent collapse with possible personal injury and property damage. For general guidance regarding the cation, stora 8'Vary, erection and bracing of trusses and truss systems, see ANS117P11 Quality Criteria, DSB-69 and SCSI Building Component 9 �S � p/y Mtormatloi{, ,ay ilpble from Truss;Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ,,��IIIIIIIIfII�I s �� •DENS ''. No 34869 � r ' Z .• SFr re lfC111t,1�` Julius: Lee. PE No:34869' MIT&USA Inc- FLCert6634 6904 Parke East. Blvd.. Tampa FL33610 Date - March 20,2019 MiTek 6904 Parke East Blvd. Tampa, FL 36610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown (Drawings not tin ft-in-sixteenths scale) Failure to Follow Could Cause Property y po 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. 0��1fi c1-2 c2-3 2. Truss bracing must be designed by an engineer. For lateral wide truss spacing, individual braces themselves WEBS Ac4 9Qbracing O �'� 3 ,a 3trO may require bracing, or alternative Tor I should be considered. 3. Never exceed the design loading shown and never dUstack materials on inadequately braced trusses. p4. Provide copies of this truss design to the building For 4 x 2 orientation, locate - a c7-s c6-7 i- BOTTOM CHORDS designer, erection supervisor, property owner and all other interested parties. i plates 0- r+s" from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol Indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless se noted, moisture content lumber shall nott exexceed 19 % at time of fabrication.. exceed PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless Otherwise shown. 13. Top chords must be sheathed or purlins provided at 1 ✓ output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values g y 14. Bottom chords require lateral bracing at spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but - © 2012 MiTek® All Rights Reserved approval of an engineer.dle� --- reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size -shown is for crushing only. ---- is - - 18. Use of green or treated lumber may pose unacceptable - environmental, health or performance risks. Consult with — oleci en�eer a ore Us'e. -- --fndustry Standards: _- - _ - - - = ANSI/TP11'-- National Design Specificafior�r oir-NTetal-- -- - -- - - — - -- - — -=1`� ev evrail ioifioits�f#bisdesigm(front,-lrack;=words-- - -- - - Plate Connected Wood Truss Construction. anfl pictures) before use. Reviewing pictures alone DSB 89: Design Standard for Bracing. is not sufficient. _ BCSI -Building Component-Safety-Info.rmation, - - 20 Des =ssumes.manufacture in accordance with - ;Guidea _ -Gond-Pea - - _ a - - - - — nl stafling &Bracing of---Metal--f' atl e— ' - - -' -- • Connected Wood Trusses. MiTek Engineering Reference Sheet. MII 7473 rev. 10/03/2015 - - �l M14B TRUSS DETAIL G -TRUSS - . i OVEO ❑ APPROVEO AS NOTE REVI NDRESUBMIT ❑REJECTED I S OP DRAWING I SUBMITTAL REVIEWVIA SUBMITTAL ON REVIEWED FOR DESIGN CT O DOCUMENTS GENERAL CONFORMANCE TO CONTRACT DOCUMENTS _ .ONLY. THE CONTRACTOR IS RESPONSIBLE FOR CONFFOR TIOLEING AND RANCE, CITE LORRELATING FARANCE, QUANTITIES, FABRICAS AT TION .PROCESSES AND TECHNIQUES OF CONSTRUCTION, COORDt TI O HIS WORK 1MTH OTHER TRADES AND FULLC P N TH CONTRACT OCUMENTS '. By: Date: a ArChllkE'CtoniE rrrpP Pip ce FIL .49`6A2020ST, 'i ''. -: ---� _ -- :. { I+ ., '. ' ' 19-00-00 18 04 DO 38 60 — - dph- - .. ' - LUMBER .ouc 2820 Kirby Cir. NE, Palm Bay, Fl. 32905 Phone: 772 206.1195 Fax: 904 701.6300 DESIGN CRITERIA DESIGN CRITERIA FBC 2017'/ TPI-14 WIND DESIGN CRITERIA :. ASCE 7-10 TRUSS DESIGN LOADS R OF FLOORS OP CHORD LIVE LOAD 30 40 OP CHORD DEAD LOAD IS 26 OTTOM CHORD LIVE. LOAD'! 0, ':. 0': OTTOM CHORD DEAD LOAD 10' S - OTAL LOAD IN PSF: SS 65 TION FACTOR 1.25 : L00 ESIGN CHECKED FOR 10 PSF' NON -CONCURRENT LL ON EC J IND SPEED 160 IND. EXPOSURE '.. B UILDINO TYPE. CLOSED BEARING iSCHEDULE MATCH (<J= EXISTING :REcEjvEL) LuciePermittlrIg HANGER SCHEDULE .SYMBOL WGER QTY A THD26', O1 -. . B THDH26 0, C - THD26-2:. 0'. D. THDH26-2 0 B THOH26-3. 0', F THDH26-4 0',.: G THD211 ,.. 0,, H THDH2O'.. 0 'TH01128'2 d L THDH28-4 O -:. GTWS4T'. 0, P SKH26R 0: Q. SKH26L. 0:. R THD46. p,,.. S THDH46 0 T THD48.. - 0., U THOH48 0''.. v MS0422. 0. W MSH4221F 0. X MSH426'. R Y MSH426IF 0. Z MSH46.. p✓ HBB HANGER BY BUILDER 0'.. MP NANB.PS 4 DANO@P THAT EQ® NANUTAETUREBS SPECS MILE BE BE RNDER 1N@ZAELAUEE DNZZ BE PE8 COHB=.. NU BOFACT.l AODI®DHd. ALL CON.QETDPB Bag, Tm DOF'NR UMAN T1DLh TO BECOME TBUYY EO E(TUBp ARE TO BE ffi FTED A" EDPPfhn EP OTn®8 REVISIONS DATE /IMAD® DATE PI]IAHm ''. GATE / ETANUB OATB /.'.NAN1:8 us'an / CHANNI DAa i ETdANOe CLIENT APPROVAL INFO' n gmryATlSf OF TNItl W(Dl1HVV AIFYUN1Fnb4Y THAT TXE V.1B.H NAtl P6YIEWMl1 TMb TAITB PLALTA®a'! Fn eVlmeTT AND H m AEaMTd4mT Tvnv TT6 eouaamaD rt®eB waDnma BUT NO[ aEwTEn Ta W w alw R nwm.4wn m...Hr u..mm'r w mrmmm...watr («.« m aNw. wYw®. w .4eaWl�g..E^r lioc iwlt«$.. tlee 41p iuml fixn bJgvW n bw.nl Inanm.tla�wMp<N fiw li Jlml � h. a11Y.C«il1 opw. M Ba1 mwmmmM1: hI m .nutl.b d TPbdm ZomM. (L, llE. +n V^hYm.a m a .uoabl lu tl. dwl .ea m.D a.me.ab B. amm. VI n+.W am.m: Ya. aRu .a.naxMn wn d. xw I.aD� mmR v«.a .n a:Y wa Wnmm amt^m uro .. a...a W aotlEn vi«N. YaaBd hI Y ba <V C NNp .. m .(.nv{ .YI4d ua.h« hNJly .vyW m®u (l� P4elnpen .oa Oatnm .pp.mN W. Id.nm.N 88e.n W Or nluw4 M the Yw m.nWmm� B.(m. 1Y 1. nM4uY 4kml d.Y^ nap 11Y leuu (aM«Ww M MIvnY nlll M tledWN. 11 Y Cu JYMh ad", mmxbaaree. T4 JIm14J1 p.elae . mWe1 butlm [« dtlReeM. wiah mmt h «mNe. IM w1 Je.r.f mart46 NbIn ww CWb«um Mlb 4Wertd Ee lheM.nWMlamlw..w4lM Lertam, Cv..na b.nN.tMW Hy Ivpw NbnmC Wwry a tl. a«EmlpYly N iW G.«. .Y«Iw t B.umBi eC.0 'Md BOB0.NG«pral.YMi mGmWoa 1 WPG I:Fl BaaN°n BOB b fMvwa nheo bmaYvS. mn.E4t i bnev5 vew, lemp«.ry.aa l x pnmmev Wnme .va hl«W.F b rn b�maN m Ne mw xwn Tlu« aaB n. m..ea m pmw nm:� ..a w.aa. 4xa .mmry m «waun wm m. mpmwm...P.erw m 14 mwti® duemmY 6Y tlY hWJ1oY ml w m. bYwbd mw 4b 4armw TM uarYl wtiWr W W we mm. b m..nP�Ralrt N an Iwwm amlF.«. w eua A..mD FI T.q nemD ..a n4n.wbp uwmw wT .eEan naa nY.l.f b nnw it caEE.F 4me.vl IN N SYb w bladloS b T.pllNO Ew.e. Fa..aT R.f.«<.N ..a pW maY afl he dw14 berJeE Q'1 4pW: ten.N4N PmH.m. me 10 h. 'Y Ns Inn nu.aOaun ApAP� P Y..aaY 4 maay. O. NN 4a bI TewY Mm wN«Y.F W. vu mnu4aum x4p p«IA« at.m pN4m, Aq ON n�NWsnbm mW wtlhow n ®d.enN ryW MNq.aC heMrt.peuNllrygw tllmL N.p.d b.8n n.nu .4.M«f.or tl.i nW he.vuyy y.meaq .PMww m nmb8 b M1e mw .w.m.w«r mw®mne IBI TW Tew �w my.n m. aN..n«a4n wMw. npebHwam dn.�m. ew Pde.mHwYMrbb .na«uEmm.R.Ypu.wa...aw..,Nn.w.T',..Iny..mEna w.. m. T'.m. n.Up lnr.y .eBY m.rw ...bd64e Tin. EIeaP BuWa... CLIENT SIGN OFF APPROVED APPROVED AS NOTED REVISE AND RESUBMIT IGNATURE DATE EQUESTED DELIVERY DATE JOB NAME R ADDRESS. A2 TRUSS DETAIL iCLLB 141 = 11-0" IWAWN YY SAT VAOBI 1 OF 1 nATeBOB, 12/4/19 507160- 19005