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HomeMy WebLinkAboutTRUSSMil RE: M11 Site k` Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. SCANNED By .upgg.k ?3 - 62' Grand Carlton III with porch MiTek USA, Inc. nation: 6904 Parke East Blvd. Info: WYNNNE DEVELOPEMENT CORP Project Name: M11323 ModelTarripa1 0610-4115 Subdivision: Address! N/A T ST LUCIE State: FL City: PO ,I Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address City:i.�,; State: General:iTruss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loadind Conditions): Design ,Code: FBC2017ITP12014 Design Program: MiTek 20/20 8.1 Wind C;ide: ASCE 7-10 Wind Speed: 165 mph Roof Lgad: 37.0 psf Floor Load: N/A psf This package includes 13 individual, dated Truss Design Drawings and 0 Additional Drawings. With mil seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet confor s to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name I Date 1 Ti 3302390 1 A 2/21/18 12 111133023911 A5 12/21/18 1 13 111, 33023921 A6 12/21/18 14 1 T113302393 1 A7 12/21/18 15 1 Ti133023941 A8 12/21/18 16 1 T13302395 1 A9 12/21/18 17 1T133023961GRA 12/21/18 1 I8 I¶133023971 GRB 12/21/18 1 �9- 1 1133023981 J2 12/21/18 110 I 13302399 I J4 12/21/18 Ill I l 13302400 I J6 12/21/18 1 12 1 13302401 1 J8 12/21/18 1 113 133024021 KJ8 L 2/21/18 J The tni§s drawing(s) referenced above have been prepared by MiTek USA,1`nc. under my direct supervision based on the parameters provid8d by Chambers Truss. Truss ;Design Engineer's Name: Albani, Thomas My 1, 'ense renewal date for the state of Florida is February 28, 2019. 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 designslicomply with ANSI/TPI 1. These designs are based upon parameters shown 4e.g., loads, supports, dimensions, shapes and design codes), which were given to�jMiTek. Any project specific information included is for Wek's customers file refe,,ence purpose only, and was not taken into account in the preparation of these esigns. MiTek has not independently verified the applicability of the design param ters or the designs for any particular building. Before use, the building designer should'^^'1 erify applicability of design parameters and properly incorporate these designs into thc' overall building design per ANSI/TPI 1, Chapter 2. Mill �,�,� \• NSF •'2� ♦♦i o 9380 - * r p: ATE OF •:�441 ♦♦♦ss�O N Ai >f%% 00 Thomas A. Albanl PE No.39380 Mrrek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Albani, Thomas 1 of 1 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302390 M11323 A COMMON 9 1 I Job Reference (optional) GnamDers I rllss, Inc.y� ran MerCe, t-t_ rt-0-�_ �I 6-7-13 01 II 6-7-13 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD BOT CHORD WEBS REACTIONS. FORCES. (lb) TOP CHORD BOT CHORD WEBS 3x4 3 I D:a3B4PavKnnZweXyJckSFBgyuF6N-i ItIa6GS6xdm_ITrGI?CZC_IGrGmYZaVX1111 xziuKK 17-0.0 21-7-3 27-4-3 34-0-0 $5-0-0 4-7-3 4-7-3 5-9-0 6-7-13 1-0-0 4.00 FIT 4x5 = 6 2x3 II 25 26 3x6 5 4 17 16 15 ' 2x3 11 4x6 = 3x8 = 12-4-13 , 5-9-0 2 Edge], [10:0-0-2,Edge] SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TC 0.39 Lumber DOL 1.25 BC 0.58 Rep Stress Incr YES WB 0.65 Code FBC2017/TPI2014 Matrix -MS Scale=1:57.8 27 28 2x3 I 7 3x6 8 3x4 9 29 30 31 14 13 12 3x8 = 4x6 = 2x3 11 10 11 u2 Io 3x6 = DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) 0.3214-15 >999 360 MT20 244/190 Vert(CT) -0.61 14-15 >670 240 Horz(CT) 0.12 10 n/a n/a Weight: 163 �b FT = 0 BRACING- SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc purlins. SP M 30 BOT CHORD Rigid ceiling directly applied or 4-11-7 oc bracing. SP No.3 size) 2=1362/0-8-0, 10=136210-8-0 x Horz 2=-179(LC 8) x Uplift 2=-832(LC 10), 10= 832(LC 10) ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 3=-3419/2395, 3-5=-2771/2031, 5-6=-2770/2152, 6-7= 2770/2152, 7-9=-2771/2031, 10=-3419/2395 17=-2132/3213, 15-17=-2132/3213, 14-15=-1269/2000, 12-14=-2132/3213, )-12= 2132/3213 14= 635/983, 7-14=-313/362, 9-14=-689/499, 6> 1 5=-635/983, 5-15=-313/362, 15=-689/499 NOTES- 1) Unbalanced r of live loads have been considered for this design. 2) Wind: ASCE po,; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Engllr, GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 13-7-3, Exterior(2) 13-7-3 to 17-0-0, In tior(1) 20-4-13 to 31-7-3 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.6 3) This truss ha�I been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss h s 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 betwe , the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mec�panical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=832, 10=8 i2. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 47 lb up at 15-0-0, and 0 lb down and 47 lb up at 19-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. , 7) In the LOAD LSE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). i LOAD CASES I Standard 1) Dead + Roo;Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loa s (plf) Ve I1-6=-54, 6-11=-54, 18-21=-20 Concentrate Loads (lb) Ver(eI26=-50(F) 27=-50(F) Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33010 Date: February 21,2018 1 ® WARNIN IF Verity design parameters and READ NOTES ON THIS AND INCLUDED MfTEKREFERANCE PAGE MX7473 rev. 1010312016 BEFORE USE. -- ' Design vali or use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component. not a buss syste .. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW building de pn. prevent is always r ulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. torage, delivery, erection and bracing of trusses and truss systems, seeANSMIJ Quality Ciffeda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety inforljtollonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job M11323 Chamt Truss, 3x12 = I Truss Truss Type A5 SPECIAL Fort Pierce, FL 7-8-5 10-6-4 7-8-5 2-9-15 4.00 12 2x3 11 5x6 WB 5 2x3 :::� 4 3 14 5x12 MT18HS = 2.00 F12 City Ply 62' Grand Carlton.11l with porch T13302391 9 1 Job Reference (optional) 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:19:54 2018 Page 1 ID:2G1ScwwyY5hnGhXVARzUkuyuFUM-BURgnSH4tFldcR21 qTW R6QXpvFX_H1 Ufmht bZNziuKJ 20-4-8 26.4-0 34-0-0 35-0-Q 3-4-8 5.11-8 7-8-0 -0-0' 5x8 11 6 2x3 11 22 7 3x6 8 3x4 9 ��2 13 12 6x12 = 2x3 II Scale = 1:59.8 10 11 16 3x6 = Plate Offsets (X Y)4[2:0 1 15 Edge] [4.0-3-0 Edge] [10.0-0-6 Edge] LOADING (psf) ' SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.76 14 >539 360 MT20 244/190 TCDL 7.0 ' Lumber DOL 1.25 BC 0.90 Vert(CT) -1.18 13-14 >344 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.36 10 n/a n/a BCDL 10.0 Cade FBC2017/TP12014 Matrix -MS Weight: 155 lb FT = 0 LUMBER- BRACING - TOP CHORD 2 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins. BOT CHORD 4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-9-12 oc bracing. WEBS 2 4 SP No.3 *Except` WEBS 1 Row at midpt 6-14 6 14: 2x4 SP M 30 OTHERS 2 '4 SP No.3 REACTIONS. ((I/size) 2=1312/0-8-0, 10=1312/0-8-0 ax Horz 2=-179(LC 8) ax Uplift 2= 803(LC 10), 10= 803(LC 10) FORCES. (lb) - ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5529/377a6 3-5= 5164/353., 5-6=-5209/3667, 6-7=-2424/1902, 7-9= 2462/1813, " 1 0=-3195/221 0 BOT CHORD 12 14=-3466/5266, 13-14=-1305/2115, 12-13=-1948/2995, 10-12=-1948/2995 WEBS 3-14=-355/314, 5-14=-293/354, 6-14=-2175/3326, 6-13=-279/534, 7-13=-237/277, ;;9-13= 786/560, 9-12=0/269 NOTES- 1) .Unbalanced ` of live loads have been considered for this design. 2) Wind: ASCE , -10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft L=34ft; eave=6ft; Cat. II; Exp C; En. GCpl=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 13-7-3, Exterior(2) 13-7-3 to 17-0-0, Int rior(1) 20-6-4 to 31-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1. 0 3) All plates are � IT20 plates unless otherwise Indicated. 4) This truss ha been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss Y� s 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 betwe r the bottom chord and any other members. 6) Bearing at joj,(1t(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of hearing surface. 7) Provide me ihanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=803, 10= 03. Thomas A. Albani PE No.39390 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 A WARNIN Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 101032016 BEFORE USE Design vali for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not ' a truss cyst . 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always re,ddred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the nn fabricatio' l,�'s�torage, delivery, erection and bracing of trusses and truss systems, seeANSWil Qualify CiBedo, DSB-89 and BCSi Building Component Satatvintb4offonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22,114. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302392 M11323 A6 SPECIAL 1 1 �.,r i Job Reference (optional) :i —1-1 I...I..,.1.;,.,. I..,. 1A1 A Cn k n14A• 4n• CC On!Q annn4 Chambers Truss, mc., r 1 rurr rrerce, rL o.lou s —F 1-01, Ivll l c n"us i es, nc. r.c c c, w y , ID:2GIScwwyY5hnGhXVARzU kuyuFUM-f h_3?ol ieYtU EbdENA1 gfd4?AftIOQoo_Ln86gzi uKl 1-0- 8-11-11 16-0-0 18-0-0 20-4-8 25-11-15 34-0-0 5-0- -0- 8-11-11 7-0-5 2-0-0 2-4-8 5-7-7 8-0-1 0-0 I Scale = 1:61.9 f 4.00 FIT M — 5x6 = I 5 6 2x3 -Z�- 3x4 5x6 W B % 5x6 INS 34 78 m 21 22 i N1 2 14 9 10 m II j 5x12 MT18HS = 13 I1h jl O 3x4 = 12 11 0 5x6 = 2x3 11 3x6 3x12 I 2.00 F12 1 10.6-4 1 6-0- 20 4-8 2%11-15 34-0-0 %0-0 10-6-4 4-5-12 0- 4-4-8 5-7-7 8-0-1 Plate Offsets X,Y '' 2:0-1-15,Edge], 3:0-3-0,Ed e , 5:0-4-0,0-2-3 , 7:0-2-7,Ed e , 9:0-0-6,Ed e LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.69 14 >590 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.92 14-17 >443 240 MT18HS 244/190 BCLL 0.0 I Rep Stress Incr YES WB 0.86 Horz(CT) 0.34 9 n/a n/a BCDL 1ao Code FBC2017/TP12014 Matrix -MS Weight: 157Ib FT=O LUMBER- IppI BRACING - TOP CHORD 2x4 SP M 30 `Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. 3-5,16-7: 2x4 SP M 31 BOT CHORD Rigid celling directly applied or 2-2-0 oc bracing. BOT CHORD 2x !ISP M 30 WEBS 2x SP No.3'Except' 5-14: 2x4 SP M 30 OTHERS 2x SP No.3 I ' REACTIONS. (Isize) 2=1312/0-8-0, 9=1312/0-8-0 M 'k Horz 2=-169(LC 8) . Mix Uplift 2=-803(LC 10), 9=-803(LC 10) FORCES. (lb) - ex. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4_ 5491/3336, 4-5— 5095/3071, 5-6=-2314/1551, 6-8=-2398/1533, 8-9=-3199/1981 BOT CHORD .114=-3040/5224, 13-14_ 1195/2361, 12-13=-1123/2199, 11-12� 1731/3001, 11= 1731/3001 WEBS 14=-492/513, 5-14=-1707/2959, 5-13=-405/196, 6-13= 179/522, 8-12— 893/660, -11=0/303 NOTES- 1) Unbalanced ro(�f live loads have been considered for this design. 2) Wind: ASCE 7},110; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl.,l GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3, Exterior(2) 31-7-3 to 35-0-0 zone C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequ to drainage to prevent water ponding. 4) All plates areT20 plates unless otherwise indicated. 5) This truss has een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss h 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 Ithe bottom chord and any other members. 7) Bearing at joi t(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of be ring surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 2=803, 9=803#'I Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: February 21,2018 ® WARNING - �edfy design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE Mll-7473 rev. 101032015 BEFORE USE. ° Design valid f r use oNy with Mnek® 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 des! n. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always req fabrication, Mirage, %d for stablltty 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, seeANSMII Cuallfy Cdteda, DSO-69 and SCSI Buffeting Component 6904 Parke East Blvd. Safety Informatbrnvailabte from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty . Ply 62Grand Carlton III with porch a T13302393 M11323 A7 SPECIAL 1 1 Job Reference (optional) ,. c,... I c nn17 I...4", #Anc Inn Wed Feb 71 14:19:56 2018 Pane 1 Gnamoers Truss, mc., ron rierce, rL �. v a c, , . ,.,, , ,. ,,, . , .,. . .. �. .... _.__ __ . _ REACTIONS. (I (,size) 2=1312/0-8-0, 7=1312/0-8-0 M x Horz 2= 149(LC 8) M x Uplift 2= 803(LC 10), 7=-803(LC 10) FORCES. (lb) - Ex. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 13=-5484/3370, 3-4= 5116/3126, 4-5=-2229/1544, 5-6= 2448/1599, 6-7=-3169/1993 BOT CHORD l l=-3071/5219, 10-11=-1590/2874, 9-10= 1738/2968, 7-9=-1738/2968 WEBS �-11=-419/443, 4-11= 1466/2647, 4-10=-812/448, 5-10=-205/487, 6-10=-785/575, NOTES- 1) Unbalanced I 2) Wind: ASCE 11; Exp C; En( to 35-0-0 zon 3) Provide adeq 4) All plates are 5) This truss ha 6) ` This truss h will fit betwe6 7) Bearing at joi capacity of b( 8) Provide mect 2=803, 7=80: A live loads have been considered for this design. �10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(!) 2-4-13 to 31-7-3, Exterior(2) 31-7-3 C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 1te drainage to prevent water ponding. IT20 plates unless otherwise indicated. )een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. I 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 the bottom chord and any other members. (s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ring surface. nical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joints) except (jt=lb) Thomas A. Albani PE N0.39380 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: _ February 21,2018 ® WARNING IIVerity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev, 1010312015 BEFORE USE. ' Design valid or use only with MITeM connectors. This design Is based only upon parameters shown, and Is for an individual building component, not , a truss sysie �I Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bull ding des i .n. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addifional temporary and permanent bracing MiTek Is always req red for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, s orage, delivery, erection and bracing of trusses and truss systems, seeANSdIPIr Qualify CtCerta, DSO-89 and BCSI BuIlding Component 6904 Parke East Blvd. SaletylnlortnpHon3vailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job I Truss Truss Type City Ply 62' Grand Carlton III with porch u I T13302394 M11323 A8 SPECIAL 1 1 Job Reference o tional L,namoers I russ, I Fort Pierce, FL 8.13o s Sep 1 b 2U1 / MI I eK mausirtes, Inc. Wed reD ZI 14:1 `J:or zu10 rage I I D: W SJgpGwal Ppeur6hk9UjG5yuFU L-b36pQTKzAABCTvncVb48k29LBTZgUMw5SfGFAizi uKG 8.8.4 12-0-0 15-8-4 20-4-8 22-0-0 24-8-12 34-0-0 35-0•Q 8-B-4 3-3-12 3.8-4 4-8-4 1-7-8 2.8-12 9-3-4 1-0-0 Scale = 1:60.6 Sx6 = 2x3 11 5x8 = 3x4 = 4.00 12 4 21 5 6 22 7 2x3 2x3 8 3 N 2 C? 23 i v n1 2 13 9 10 = IA 1 j 5xi2 MT18HS 12 11 5x12 = 3x4 = 4x5 = 3x12 = I 2.00 12 i I 10-6-4 20-4-8 22-0-0 34.0-0 1 10-6-4 9-10-4 1-7-8 12-0-0 Plate Offsets (X Y)-�1 12:0-1-15 Edgel [7:0-5-8 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.65 12-13 >624 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.08 12-13 >379 240 MT18HS 244/190 BCLL 0.0 j Rep Stress Incr YES WB 0.69 Horz(CT) 0.33 9 n/a n/a' BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 154 lb FT = 0% LUMBER- �I BRACING - TOP CHORD 2x 'ASP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pullins. BOT CHORD 2x ;SP M 30 BOT CHORD Rigid ceiling directly applied or 3-11-11 oc bracing, WEBS 2x4ISP N0.3 REACTIONS. (lb ize) 2=1312/0-8-0, 9=1312/0-8-0 Mc Horz 2=-129(LC 8) M X Uplift 2=-803(LC 10), 9=-803(LC 10) FORCES. (lb) - Iax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2=-5488/3444, 3-4=-5117/3183, 4-5= 3911/2497, 5-6=-2576/1770, 6-7=-2586/1779, 718=-2663/1762, BOT CHORD 2.h3=-3143/5224, 8-9=-3021/1971 12-13= 1956/3292, 11-12— 1369/2481, 9-11=-1705/2827 WEBS 3I1I�'II13= 7pp2=-294/391, 396/420, 4-13=-1028/1721, 5-13=-300/797, 5-12=-894/601, 6-12=-265/263, 7-11= 374/691, 8-11=-535/502 NOTES- 1) Unbalanced ro I live loads have been considered for this design. 2) Wind: ASCE 7-1,10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft•, L=34ft; eave=6ft Cat. II; Exp C; Encl., b4i=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13.to 31-7-3, Exterior(2) 31-7-3 to 35-0-0 zone; -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequ to drainage to prevent water ponding. 4) All plates are MX120 plates unless otherwise Indicated. 5) This truss has ggen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss ha ibeen 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 �te bottom chord and any other members. 7) Bearing at Joint s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bea ng surface. 8) Provide mecha ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=803, 9=803. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 8904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 A WARNING- 0rI1y design parameters and READ NOTES ON THIS AND INCLUDED M ISKREFERANCE PAGE Mll-7473 rev. 10/032015 BEFORE USE. Design valid to a truss system. Fuse only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not fore usethe bullding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buI ding desig &i acing ndicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always recut for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, sto ge, delivery, erection and bracing of trusses and miss systems, seeANSU1P11 GualBy CAladd, DSB-89 and BCSI BuUdfng Component 6904 Parke East Blvd. SatetyWormafionovc . table from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton III with porch .1 4 E'Grand T13302395 M11323 11 A9 HIPb - Reference (optional) .. 1111— .-k — —4n•CA 7/liA Dons 7 L,namoers llUSs,'---""'"'"'-"-'--------- I D:_etC 1 cxC3ixVV?huls?ypJyuFUK-3Fg BdpKbwTG353Mp3JbNGGidcs?ZDm3EgJ?ojeziuKF r1 0 Q 6 7 15 10 0 0 15-2-14 20-4-0 24-0-0 27-4-1 3-7-15 35-0-0 4-0-01 i1 I �c a_n_� 5_�_1a 5-1-2 3-8-0 3-4-1 6-7-15 1 0 0 4x4 = 3x4 = 4.00 12 4 24 526 2x3 3 23 2 In 1 2 T o 15 14 3x5 = 3x8 = 3x6 = 2x3 11 4x8 = 26 6 27 7 2x3 i' 8 28 13 12 11 6x8 = 3x6 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.18 11-21 >917 360 TCDL 7.0 ! Lumber DOL 1.25 BC 0.54 Vert(CT) -0.38 11-21 >432 240 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.02 13 n/a n/a BCDL 10.0I Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x41SP No.3 REACTIONS. FORCES. (lb) - TOP CHORD BOT CHORD WEBS NOTES- 1) Unbalanced ro 2) Wind: ASCE 7 II; Exp C; Encl. 10-0-0,Interior Lumber DOL=' 3) Provide adequ 4) This truss has 5) ` This truss he will fit between 6) Provide mecha 2=430,9=249, Scale=1:58.6 29 co 9 10 Io 3x6 PLATES GRIP MT20 244/190 Weight: 156 lb FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. ize) 2=663/0-8-0, 9=346/0-8-0, 13=1616/0-8-0 Harz 2=109(LC 9) Uplift 2=-430(LC 10), 9=-249(LC 10), 13=-928(LC 10) Grav 2=685(LC 19), 9=386(LC.20), 13=1616(LC 1) x. Comp./Max. Ten. - All forces 250. (lb) or less except when shown. =-1275/1025, 3-4=-913/708, 4-5= 829/705, 5-6=-565/807, 6-7=-565/807, =-104/278, 8-9= 341/235 5=-836/1187, 13-15— 34/309, 11-13— 256/348, 9-11 =-1 24/304 5=-425/501, 5-15=-444/665, 5-13=-1215/1079, 6-13=-264/300, 7-11=-255/396, 1=-461/521, 7-13=-837/703 live loads have been considered for this design. 0; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14111; B=52ft; L=34ft eave=6ft; Cat. Cpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 5-2-5, Exterior(2) 5-2-5 to 14-9-11 to 19-2-5, Exterior(2) 24-0-0 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; 160 plate grip DOL=1.60 ,.Je drainage to prevent water ponding. )'pen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '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 e bottom chord and any other members. Ical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=928. Thomas A. Albani PE No.39390 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING - Jerifyclesign parameters and READ NOTES ON THIS AND INCLUDED MD'EKREFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. ° Design valid torjuse only wlfh MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system.' fore use, the bulldIng designer must verify the applicability of design parameters and properly Incorporate this design Into the overall j Is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' building deslg Is always requli &acing indicated prevent of for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the sto age, delivery, erection and bracing of trusses and truss systems, seeANS&Wil Cuallly CIO®dla, DSO-89 and SCSI Buffeting Component 6904 Parke East Blvd. Saroty InrormaBonavallable „ from Truss'Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch o T13302396 M11323 GRA HIP 1 1 Job Reference (optional) A C k n4 !A•4n•cn onto Dine i chambers Truss, Inc.; ,I For Fierce, t-L o. r ov s oep i a cu , . I a11 us i.65, M. e� . ID:_etC l cxC3ixVV?huls?ypJyuFUK-XSEZg9LDhnOwi Dx?cO6cpTEfaGKGyBpOvzlMFbziuKE 1-0- 5-0-0 11-1-1 17-0-0 18-6-0 22-2-2 26-0-0 34-0-0 5-0- 1-0- 8-0-0 3-1-1 5-10-15 1-6-0 3-8-2 3-9-14 8-0-0 0-0 TO,,,, CHORD MUST BE BRACED BY END JACKS, , Scale=1:60.6 RO F DIAPHRAGM, OR PROPERLY CONNECTED PU LINS AS SPECIFIED. 1 4x4 = 11 14 9 7x10 i 17 6x10 4 � 4.00 12 3x6 19 3 _ — 79 13 16 5x 1 21 10 N .1 2 I LZ ���3 22 u, N jrg 6 I 29 28 27 26 25 24 0 I 3x6 13x6 6x8 = 3x6 6x8 = 4x4 = 3x5 i I I 8-0-2 11-1-1 18-6-0 26-0-0 34-0-0 8-0-0 3-1-1 7-4-15 7-6.0 8-0-0 Plate Offsets X,Y � 2:0-2-2,Ed e , 3:0-3-8,Edge], 21:0-3-8,Edge], 24:0-3-8,0-3-0 , 27:0-3-8,0-3-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.20 24-35 >914 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.24 29-32 >552 240 BCLL 0.0 '; Rep Stress Incr NO WB 0.98 Horz(CT) 0.02 22 n/a n/a BCDL 10.0 i Code FBC2017/TP12014 Matrix -MS Weight: 194 lb FT = 0% LUMBER- BRACING - TOP CHORD 2 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc puffins. BOT CHORD SP M 30 Except: WEBS 2 SP No.3 1 Row at midpt 8-21 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 7, 8, 19, 17,14 REACTIONS. II bearings 0-8-0. (lb) - ax Harz 2=-179(LC 6) ax Uplift All uplift 100 lb or less at joint(s) except 2=-351(LC 8), 27= 1168(LC 8), 26=-1495(LC 8), 11 22=-625(LC 8) x Gram All reactions 250 lb or less at joint(s) except 2=487(LC 17), 27=2232(LC 13), 26=2929(LC 14), 1;I 22=984(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD �-3=-621/387, = 3-5=-304/838, 5-7=-588/1209, 7-8=-688/1209, 8-12588/1209, ;12-13=-588/1209, 13-15=-588/1209, 15-16=-588/1209, 16-18= 588/1209, 18-20_ 2230/1280, 20-21= 2230/1280, 21-22— 2271/1263, 6-9= 1261305, 9-11= 106/363, 1I�1-14=-193/412, 14-17=-94/271, 19-21=-143/272 BOT CHORD 2-29— 247/677, 27-29=-189/540, 26-27=-779/446, 24-26=-411/653, 22-24=-1083/2108 WEBS ;,29=-500/1176, 3-27=-1766/911, 5-27= 748/622, 5-26=-546/351, 13-26= 946/617, �I8-26=-2412/1474, 18-24=-846/1780, 21-24=-35/351, 4-5= 608/514, 19-20= 335/305, 14-15=-556/407,11-12=-254/54 NOTES- l 1) Unbalanced r , of live loads have been considered for this design. 2) Wind: ASCE 10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=141t; B=52ft; L=34it; eave=6ft; Cat. II; Exp C; En GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adeq; ate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss ha been designed for a 10.0 psf bottom.chord live load nonconcurrent with any other live loads. 6) ' This truss s 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 betwe ' the bottom chord and any other members. 7) Provide mec�ianicai connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 2, 1168 lb uplift at joint 27, 149 I lb uplift at joint 26 and 625 lb uplift at joint 22. 8 Girder carrie hi end with 8-0-0 end setback. 9) Graphical pu'P in representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) 411 other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 26-0-0, an !967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAP CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: February 21,2018 A WARNINd I Verify design parameters and READ NOTES ON TH/S AND INCLUDED M/TEKREFERANCE PAGEMI1-7473 rev. 1010312015 BEFORE USE. Design valldlior use only with MITek® connectors. this design Is based only upon parameters shown, and Is for an individual building component, not ' a truss syste . Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building de n. Bracing Indicated Is to prevent buckling of Individual fruss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always re Ired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, �)orage, delivery, erection and bracing of trusses and truss systems, seeANSMIt ®uafBy CrOeda, DS"9 and SCSI BuUdLV Component 6904 Parke East Blvd. Safety brfoAciflonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job p Truss Truss Type City Ply 62' Grand Carlton III with porch T13302396 M11323 I GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 6.13u s Sep 15 2u1 i MI I ex mausrries, inc. Wed Feb zi 14:19:59 2018 rage z • ' ID:_etClcxC3ixVV?huls?ypJyuFUK-XSEZg9LDhnOwiDx?c06cpTEfaGKGyBpOvzlMFbziuKE LOAD CASE(S) St (dad 1) Dead+ Roof Livelalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pl Vert: 1-3= 54, 21-23= 54, 29-30= 20, 24-29=-47(F=-27), 24-33=-20, 3-11= 126(F=-72), 11-21=-126(F=-72) Concentrated Loa s (Ib) Vert: 29= .41(F) 24=-641(F) ® WARNING- V rlly deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev, 10103,2015 BEFORE USE. ° Deslgn volld for, se only with Mfiek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. tore use. the building designer must verily 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. Additloml temporary and permanent bracing M iTe k° Is always requir. � for stabllily and to prevent collapse with pbsslble personal Injury and property damage. For general guidance regarding the fabrication, stol e, delivery, erection and bracing of trusses and truss systems, seeANSUIpI i Qua/fly C1Rerlrl, DSB-89 and BCSI Sulding Component 6904 Parke East Blvd. SaAtylnlorma� rrrvolloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job 1.1 Truss Truss Type Qty Ply 62' Grand Carlton III with porch e T13302397 M11323 GRB HIP 1 1 Job Reference (optional) o 4�n � Qe Ir; oni7 MiTek Industries Inc Wed Feb21 14,9n'01 2018 Pane 1 Chambers I russ, inc. 1 run rlelce, rL ,..., „....r ... �......... _.. ...----..__, ...-. Wed . -- -- ..----- - - ID:SrRaEyyrgO4M78G4raW BLWyuFUJ-TgMKFrNTDOedyW4NkR84uuK1 w4_?Q6XhNGETJTziuKC 1-0- 8-0-0 13-8-0 17-0-0 20-4-0 26-0-0 34-0-0 5-0- 1-0-0 8-0-0 5-8.0 3-4-0 3.4-0 5-8-0 8-0-0 Scale=1:58.6 �i 5x8 MT18HS = 4x10 = 5x8 MT18HS = 4.0 12 2x3 11 4x6 = 2x3 11 f 3 23 4 5 6 7 24 8 rn �1 2 N 9 10I� 7 b 16 15 14 13 12 11 4x6 = j 3x6 I I 6x6 = 6x12 6x12 = 5x6 = 3x6 11 II I 4x6 — 1 I 8-0-0 13-8-0 20-4-0 26-0-0 34-0-0 8-0-0 5-8-0 6-8-0 5 8-0 8-0-0 Plate Offsets Y - I 3:0-5-4,0-2-8 , 5:0-3-0,Ed e , 8:0-5-4,0-2-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.22 16-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.30 16-19 >820 240 MT16HS 2441190 BCLL 0.0 ' ' Rep Stress incr NO WB 0.90 Horz(CT) 0.06 9 rVa n/a BCDL 10.0 I Code FBC2017/TP12014 Matrix.-NIS Weight: 153 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-14 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-3-14 oc bracing. WEBS 2x4 SP No.3'Except' WEBS 1 Row at midpt 3-14, 8-13, 6-13 4-1 id7-13: 2x6 SP No.2 REACTIONS. (Ib ize) 2=1269/0-8-0, 1.3=4057/0-8-0, 9=474/0-8-0 Ma � Harz 2=90(LC 7) Ma�� Uplift 2= 853(LC 8), 13=-2590(LC 8), 9= 345(LC 8) Mad} Grav 2=1451(LC 13), 13=4743(LC 15), 9=528(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2§=-3625/1950, 3-4=-2080/1236, 4-6=-2080/1236, 6-7= 1296/2589, 7-8=-1296/2589, 8 9=751 /370 BOT CHORD 2. �16=-1729/3460, 14-16=-1753/3525, 11-13=-262/733, 9-11=241/668 WEBS 3,16=-435/1209, 3-14=-1552/774, 4-14=-837/691, 7-13=-878/713, 8-13=-3635/1919, 8 I11=-432/1204, 6-14=-1453/2814, 6-13=-3196/1807 NOTES- 1) Unbalanced roo I live loads have been considered for this design. 2) Wind: ASCE 7- 0; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.opsf; h=14ft; B=52ft L=34fh eave=6ft; Cat. ti; Exp C; Endl.,'GCpi=0.18 MWFRS°(directional); Lumber D0L=1:60 plate -grip DOL=1.60 3) Provide adequa 6 drainage to prevent water ponding. 4) All plates are M 20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has %een 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 a bottom chord and any other members. 7) Provide mecha Ical connection (by others) of truss to bearing plate capable of withstanding 853 lb uplift at joint 2, 2590 lb uplift at joint 13 and 34 ,Ilb uplift at joint 9. 8) Girder carries hp end with 8-0-0 end setback. 9) Hanger(s) or of I er connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 26-0-0, and 967,Ib down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of Qthers. 1 10) In the LOAD SE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Iltandard 1) Dead + Roof Lip (balanced): Lumber Increase=1.25, Plate Increase=1.25 Thomas A. Albani PE No.39380 Uniform Loads PIf) MiTek USA, Inc. FL Cert 6634 Vert: 1 3=-54, 3-8=-131(F=-77), 8-10=-54, 16-17= 20, 11-16=-49(F=-29), 11-20=-20 0904 Parke East Blvd. Tampa FL 33810 � Date: February 21,2018 Q WARNING- Vorlly Design valid for I design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03,2015 BEFORE USE Ose only with MRekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ' a truss system.84fore design,01 use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Bracing Indicated Is to buckling Individual truss web and/or chord members only. Additional temporary and bracing MiTek° building Is always requlr prevent of permanent for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication story „ e, delivery, erection and bracing of trusses and truss systems, seeANSYW11 GaaOlyCrfferla, DS9-89 and SCSI Bulldbg Component 6904 Parke East Blvd. Tampa, FL 33610 Safety lnfomratonovaltable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. I Job Ili Truss Truss Type Qly Ply 62' Grand Carlton II I with porch T13302397 M11323 � GRB HIP 1 1 Job Reference (optional) • A]T..L L.,An-A- I., Wm A r nh Oi id•on•ni 9MR Pana 9 Chambers Iuss, Inc., LOAD CASE(S) Concentrated I Vert: 1 i-on coerce, M (lb) 1(F) 11= 641(F) 1 D:SrRaEyyrg04M78G4raW BLWyuFUJ-TqM KFrNTDOedyW4NkR84uuKI w4_?Q6XhNGETJTzi uKC ® WARMNG - V Design for ! ify design parameters and READ NOTES ON THIS AND /NCLUDED M?EKREFERANCE PAGE MI1-7473 rev, 10/03/2015 BEFORE USE ,Ise with MITek®connectors. This design k based only upon parameters shown, and Is for an individual building component not valid a truss system. only fore use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design'. &ac[us indicated Is to prevent buckiI g of Individual truss web and/or chord membersonly. Additional temporary and permanent bracing MiTek' h always requir d for stability antl to prevent collapse with poss+ble personal Injury and properh/ damage. For general guidance regarding the fabrication sto " e, delivery, erection and bracing of iRrsses and tnrss systems, seeANS//fPff GuafffyCtMorla, DSB�9 and BCSI Bulfdhrg Component 6904 Parke East Blvd. Sa(ofylntotma, rgvallable from Truss PIaTe Institute, 218 N. Lee Street, Suite 312 Alexantlrta, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302398 M11323 J2 MONO TRUSS 8 1 � Job Reference (optional) unamoers I russ, rorr coerce, rL — - "" ..... , . I D:xl?zSizTbJCDIIrGPH 1 QukyuFU I-TgMKFrNTDOedyW 4NkR84uuKBb47aQKfhNGETJTziuKC 1-0-0 12-0-0 3x4 = Scale = 1:7.8 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 j Code FBC2017/rP12014 Matrix -MP Weight: 8 lb FT = 0% LUMBER- I BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD 2x4, P No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/ ize) 3=38/Mechanical, 2=141/0-8-0, 4=22/Mechanical Ma Horz 2=67(LC 10) M1 Uplift 3=-28(LC 10), 2=-136(LC 10), 4= 3(LC 7) Majt Grav 3=39(LC 15), 2=141(LC 1). 4=31(LC 3) FORCES. (lb) - MIIR - Comp./Max. Ten. - All forces 250 (Ib) or less except when shown NOTES- 1) Wind: ASCE 7 II; Exp C; Encl., shown; Lumber 2) This truss has t 3) ' This truss has will fit between 1 4) Refer to girder(; 5) Provide mechat 2 and 3 Ib uplift I; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft B=52ft; L=34ft; eave=6ft; Cat. ICpi=0.18; MW FRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions OL=1.60 plate grip DOL=1.60 an designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. een 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 e bottom chord and any other members. for truss to truss connections. ;al connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at joint 3, 136 lb uplift at joint (joint 4. Thomas A. Albani PE No.39360• MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 i Date: February 21,2018 ® WARNING - Veifty destgn parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev, 10/032015 BEFORE USE. ' Design valid for use only with MRekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. B#ore 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 Mew Is always requlr for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, stor " e, delivery, erection and bracing of trusses and truss systems, seeANSUIPII CuafMy C1tlelfa, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Satetvintarma n3vallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton III with porch I T13302399 M11323 J4 MONO TRUSS B 1 �62'Grand j Job Reference (optional) Chambers Truss, Fort Pierce, FL 8.130 s Sep 15 2o1 / mi I eK Industries, Inc. Wed Feb 21 14:20:02 zuls rage i ID:PDYLfd_5MdK4MSQTz?ZfRxyuFUH-yi wiTBN5_imUZgfalBfJR6sl_UP79nvgbwzOswziuKB -1-0-0 4-0-0 1-0-0 4-0-0 3x4 = Scale=1:11.1 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL , 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 14lb. FT=0% i LUMBER- i BRACING - TOP CHORD 2x ,SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD 2x iSP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib size) 3=90/Mechanical, 2=207/0-8-0, 4=50/Mechanical M x Horz 2=104(LC 10) 11 M x Uplift 3=-80(LC 10), 2— 161(LC 10), 4=-7(LC 10) Mz Grav 3=90(LC 1), 2=207(LC 1), 4=69(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7 II; Exp C; Encl., shown; Lumber 2) This truss has t 3) ` This truss has will fit between 4) Refer to girder(: 5) Provide mechal 2 and 7 lb uplift 1; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft B=52ft; L=34ft eave=611t Cat. Cpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions OL=1.60 plate grip DOL=1.60 )n designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. een 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 bottom chord and any other members. for truss to truss connections. :al connection (by others) of truss to bearing plate capable of withstanding 80 lb uplift at joint 3, 161 lb uplift at joint joint 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 © WARNING - rlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEICREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valld fo ;use only with MIIek® connectors. This design is based only upon parameters shown, and Is for an Individual building component not ° a truss system. the fore use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building deslg '! &.clog Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always requi, for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st ge, delivery, erection and bracing of trusses and truss systems, seeANSVWI i Gual9y ClBedd, OSB-89 and BCSI Bulfding Component 6904 Parke East Blvd. Safety lnlormgillon3vailabte from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 62' Grand Carlton II I with porch T13302400 M11323 ! J6 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 8.13u s Sep l b zui / MI I eK mausines, mc. vvea i-eD zl 74:ev:D3 eu 10 r-aye 1 ID:tP6jtz-j7xSx_c_fXi4uz9yuFUG-QDT4gXOIdOuLBgEmrsBYzJPU Dtd4uE9zgajZOMziuKA 1-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 I Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL - 10.0 { Code FBC2017/TP12014 LUMBER - TOP CHORD 24" SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. FORCES. (lb) - NOTES- 1) Wind: ASCE 7 II; Exp C; Encl shown; LumbE 2) This truss has 3) ` This truss he will fit betweer 4) Refer to girder 5) Provide mech; joint 2 and 8 It Scale = 1:14.6 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TC 0.36 Vert(LL) 0.11 4-7 >629 360 MT20 244/190 BC 0.83 Vert(CT) -0.12 4-7 >617 240 WB 0.00 Horz(CT) -0.00 3 n/a n/a Matrix -MP Weight: 20lb Fr=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ze) 3=145/Mechanical, 2=279/0-8-0, 4=71/Mechanical Horz 2=142(LC 10) Uplift 3— 131(LC 10), 2= 194(LC 10), 4=-8(LC 10) Grav 3=145(LC 1), 2=279(LC 1), 4=102(LC 3) K. Comp./Max. Ten. - All forces 250 (lb) or less except when shown 10, Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52fh L=34ft; eave=6fh Cat. GCpi=O.-18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions DOL=1.60 plate grip DOL=1.60 �een designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 the bottom chord and any other members. �) for truss to truss connections. pical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 3, 194 lb uplift at �piift at joint 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 . 0904 Parke East Blvd. Tampa FL 33810 Date: February 21,2018 ® WARNING -Verity design parameters and R.11 NOTES ON THIS AND INCLUDED WEKREFERANCE PAGE MIF7473 rev. 10/0312015 BEFORE USE. ° Design valid f �r use oNy with MITek® connectors. This design is based only upon parameters shown. and Is for an Individual building component, not a truss system I'Before use, the building designer must vedfy the applicability of design parameters and properly Incorporate this design Into the overall building des[ Bracing Indlcated Is to prevent buckling of Individual truss web and/or chord members only. Addittonal temporaryand permanent bracing MiTek° .n{r Is always req iced for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, s rage, delivery, erection and bracing of trusses and truss systems. seeANSUIPII Cualffy Cdferla, DSB-89 and BCSI Bufldtrtg Component 6904 Parke East Blvd. Saletybdo q/ior►avatiable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply Carlton III with porch . T13302401 M11323 �', J8 MONO TRUSS 20 1 �62'Grand Job Reference (optional) enamoars truss, mcf,pl rori Tierce, rL I -1-0-0 N 3x4 8 9 4.00 12 I D:tP6jtz-j7xSx_c_fXi4uz9yuFUG-uP i SutPM WJOCp_pyPZinW XybuH5UdhP73ES7woziuK9 8-0-0 8-0-0 3 Q Scale = 1:17.4 4 Plate Offsets (X Y j2.0-3-14 0-1-81 LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL _ 1.25 TIC0.62 Vert(LL) 0.26 4-7 >367 360 MT20 244/190 TCDL 7.0 I Lumber DOL 1.25 BC 0.38 Vert(CT) -0.30 4-7 >319 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix. -MP Weight: 26 Ito FT = 0% LUMBER - TOP CHORD BOT CHORD REACTIONS. FORCES. (lb) - A NOTES- 1) Wind: ASCE 7- II; Exp C; Encl., to 7-11-8 zone;. 2) This truss has 3) ` This truss ha will fit between 4) Refer to girder( 5) Provide mecha joint 2 and 15 I BRACING- iP M 30 TOP CHORD �P M 31 BOT CHORD ze) 3=188/Mechanical, 2=352/0-8-0, 4=103/Mechanical Horz 2=180(LC 10) Uplift 3_ 175(LC 10), 2=-228(LC 10), 4— 15(LC 10) Grav 3=188(LC 1), 2=352(LC 1), 4=145(LC 3) c Comp./Max. Ten. - All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. s 0; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft, eave=6ft; Cat. kpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 3-1-13, Exterior(2) 3-1-13 -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ten designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,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 {he bottom chord and any other members. for truss to truss connections. 1cal connection (by others) of truss to bearing plate capable of withstanding 175 lb uplift at joint 3, 228 lb uplift at Iuplift at joint 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21.,2018 ® WARNING • er!/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFOREUSE. Design valid f � use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual bug component, not a Truss system. building desig Dore, use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall I. Bracing indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requirod prevent for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Plate Institute, 218N Lee Street, systems. Ile 312 Alan VGA 2 4.� DSO-09 and BCSt Building Component SafelylnMlrlrittforgvalioblefrom erection 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch i T13302402 M11323 KJ8 MONO TRUSS 4 1 Job Reference (optional) o ,ten c.,., 4a oMT Rd;Te@ Industries Inc Wed 21 14:20:05 2018 Panp 1 Chambers Truss, Inc., Wed Feb-- 1 rorr deice, rL _" , .. ,.,, , .. ,,. .- , ..._. -. ...- - I D: Lcg54J?LuEancmZr4Qb7W MyuFU F-Mcbr5CQ_HdB3QB09zHD02kUrohRsM l VGHuCgSEziuK8 -1-5-0 7-3-4 11-3-0 1-5-0 I 7-3-4 3-11-12 I t Scale = i:20.3 i 4 2.83 12 3x4 i j 3 T:� I 6 7 ! 2x3 I I 5 3x4 = II i 3x4 = I 7-3.4 11-3-0 7-3-4 3-11-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.29 Vert(LL) 0.07 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.12 7-10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.46 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 I Code FBC2017/TP12014 Matrix -MS Weight: 44lb FT=O% LUMBER- BRACING - TOP CHORD 20 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-9-6 oc bracing. WEBS 2x4 P No.3 REACTIONS. (Ib �lze) 4=201/Mechanical, 2=466/0-11-5, 6=576/Mechanical M Horz 2=244(LC 8) M Uplift 4=-205(LC 8), 2= 305(LC 8), 6=-286(LC 8) M I Grav 4=245(LC 13), 2--166(LC 1), 6=590(LC 13) FORCES. (lb) - II x. Comp.lMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 P=-1151/523 BOT CHORD 2 i7=-687/1126, 6-7= 687/1126 WEBS 37=0/330,3-6=-1236/755 NOTES- 1) Wind: ASCE 7- 0; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl.,'Cp1=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between lie bottom chord and any other members. 4) Refer to girder($$" for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 205 lbuplift at joint 4, 305 lb uplift at joint 2 and 286 b uplift at joint 6. 6) In the LOAD C SE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) tandard 1) Dead + Roof L1'e (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads �plf) Vert: 1,'2=-54 Trapezoidal Lo ids (pIf) Vert: 2I O(F=27, B=27)-to-4=-152(F= 49, B=-49), 8=0(F=10, B=1 0)-to-5=-56(F=-1 8, B=-18) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: February 21,2018 ® WARNING - erlty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1F7473 rev. 1010312015 BEFORE USE. Design valid f use only with MRek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. building design fore use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall &acing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always requl prevent �d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, st rage, delivery, erection and bracing of trusses and truss systems, seeANSf/IPl1 Guagly CrBedd, DSO-89 and BCS/ Sugdtrrg Componon► 6904 Parke East Blvd. Safety lnformCllloriavaliable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 I Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x; y a offsets are indicated. 6-4-8 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 C2-3 2. Truss bracing must be designed by an engineer. For o•. WEBS C V 4 wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I c ,� � � � bracing should be considered. 3. Never exceed the design loading shown and never inadequately braced trusses. Epp U stack materials on d 0 4. Provide copies of this truss design to the building For 4 X 2 orientation, locate C7"8 C6-7csb r- BOTTOM CHORDS designer, erection supervisor, property owner and all. other interested parties. plates 0-1/ha' 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 JO/NTSARE GENERALLYNUMBEREDAETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTHVG AT THE JOWT FARTHEST TO locations are regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7. Design assumes trusses will be suitably y protected from 'Plate location detar7s avagable in M►Tek20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. _ software or upon request. NUMBERS/LETTERS 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel 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 by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified, 13. Top chords must be sheathed or purli6s provided at output, Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 9 Y 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling 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 without prior approval of an engineer. reaction section indicates joint number where bearings Occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. -industry-Standards _ _ _ ANSI/TPIT: National Design Specification for Metal- 9-t3—_ 6W6l or ai—i'm - r— s fronf-b3ack word - h3 g rt Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing, BCSI: Building Component Safety Information, MiTekANSI/TPI 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, 1 Quality Criteria. • Installing & Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet: Mil-7473 rev. 10/03/2015