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HomeMy WebLinkAboutTRUSS PAPERWORK�V®� MiTek RE: M11323 62' Grand Carlton III with porch MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Project Customer: WYNNNE DEVELOPEMENT CORP Project Name: M11323 Lot/Block: Subdivision: Address: N/A City: PORT ST LUCIE State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind 'Code: ASCE 7-10 Wind Speed: 165 mph Design Method: MWFRS (Directional)/C-C hybrid Wind ASCE 7- Roof Load: 37.0 psf .Floor Load: N/A psf This package includes 13 individual, dated Truss Design Drawings and 0 Additional Drawings. With nay seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No Seal# Truss Name Date 1 T13302390 a 2/21/18 2 T13302391 a5 2/21/18 3 iT13302392 a6 2/21/18 4 T13302393 a7 2/21/18 5 T13302394 a8 2/21/18 6 1T13302395 a9 2/21/18 7 T13302396 gra 2/21/18 8 T13302397 2/21/18 9 T13302398 jgrb 1` 10 T13302399 j4 2/21/18 11 T13302400 l6 2/21/18 12 T13302401 JJ8� 2/21/18 13 I T13302402 kj8 2/21/18 The truss idrawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. Florida C,OA:6634 IMPORTANT NOTE: The seal on these truss component designs is a certification that the erjgineer 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. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 1 of 1 as600 e Qe< Sr � J O GoUoty ° v • 3 80 ' TAT E OF QJ �4 O R t • P���`. S• ...... Thomas A. Albanl PE No.39390 I c. FL G&UM34 �, a BI paF s e 21,2018 i I ig Job Truss Truss Type Oty Ply 62' Grand Carlton III with porch • T13302390 M11323 A COMMON 9 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:19:53 2018 Page 1 i ID:a3B4PavKnnZweXyJckSFBgyuFUN-iltla6GS6xdm_ITrGI?CZC_IGrGmYZaVX1111xziuKK r1.0-Q 6.7-13 12.4.13 17.0.0 21-7.3 27-4.3 34.0.0 $5.0.Q '1-0 0 6.7-13 5. -10 A•7.3 4-7-3 5.9.0 6-7-13 0 ri 6 4.00 FIT 4x5 = 27 Scale = 1:57.8 17 15 14 12 3x6 = 2x3 11 4x6 3x8 = 3xB = 4xG = 2x3 11 3x6 6-7-13 LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 " BCDL 10.0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 REACTIONS. (ib/size) 2=1362/0.8-0,'10=1362/0-8-0 Max Horz 2=-179(LC 8) Max Uplift 2=-632(LC 10), 10— 832(LC 10) CSI. DEFL. in (loc) I/defl ud PLATES GRIP TC 0.39 Vert(LL) 0.3214-15 >999 360 MT20 244/190 BC 0.58 Vert(CT) -0.61 14-15 >670 240 WB 0.65 Horz(CT) 0.12 10 n/a n/a Matrix -MS Weight: 163 lb FT = 0% FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD StrLICtUral wood sheathing directly applied or 3-7-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-11-7 oc bracing. TOP CHORD 2-3=-3419/2395, 3-5=-2771/2031, 5-6=-2770/2152, 6-7— 2770/2152, 7-9=-2771/2031, 9'10=-3419/2395 BOT CHORD 2 i17=-2132/3213, 15-17=-2132/3213, 14-15=-1269/2000, 12-14= 2132/3213, 10-12= 2132/3213 WEBS 6 14= 635/983, 7-14=-313/362, 9-14=-689/499, 6-15— 635/983, 5-15=-313/362, 3,15= 689/499 NOTES- i 1) Unbalanced roof, live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Ops1; h=141t; B=52ft L=34ft eave=6lt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterfor(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 13-7-3, Exterfor(2) 13-7-3 to 17-0-0, Interior(1) 20-4-13 to 31-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=832,10=832.1 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 47 lb tip at 15-0-0, and 50 lb i 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 CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads {plf) Vert: 1-6=-54, 6-11= 54, 18-21=-20 Concentrated Loads (lb) Vert: 26 50(F) 27— 50(F) Thomas A. Albani PE No.39380 MiTek USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL $3810 Date: February 21,2018 Q WARNING- Verfly design parameters and READ NOTES ON TH1SAND INCLUDED MITEKREFERANCE PAGEMII.7473 rev. 1010312015 BEFORE USE Design valid for use only whit Mllek® connectors. lNs design Is based only upon parameters shown, and Is for an Individual building component, not ��• a truss system. Before use, the building designer must verity the arA:,Ilcabiaty of design pararnelers and property Incorporate ]his design into the overall tulldfng design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Addilionat temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the lobxicallon, storage, delivery, erection and bracing of trusses and truss systerns, seeANSJ1W1 Quality CrBer/a, DSB-69 and SCS1 BuBd/ng Componanf 6904 Parke East Blvd. Softly lnlormol/oriavailable- from Truss Plate Institute, 218 N. Lee Street, Sure, 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 62' Grand Carlton III with porch T13302391 M11323 I A5 SPECIAL 9 1 Job Reference o lional) Chambers Truss, Inc., Fort Pierce, FL r�1 6 4.00 12 Sx8 II 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:19:64 2018 Page 1 iGl1XVARzUkuyuFUM-BURgnSH4tFldcR21 qTW R6QXpvFX_H1 Ufmh1 bZNztuKJ 26.4.0 A 34.0.0 q6.0-Q Scale=1:59.8 1a rc 5x12 = 2x3 11 3x6 = 3x12 = 2.00 12 LOADING (pst) SPACING- 2-0.0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 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 Code FBC20171rP12014 Matrix -MS Weight: 155 lb FT = 0% LUMBER- T BRACING- ` TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-9-12 oc bracing. W EBS 2x4 SP No.3 "Except' WEBS 1 Row at midpt 6-14 6-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 10=1312/0-8-0 Max Harz 2— 179(LC 8) Max Uplift 2= 803(LC 10), 10=-803(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5529/3776, 3-5=-5164/3538, 5-6— 5209/3667, 6-7— 2424/1902, 7-9=-2462/1813, 9-10= 3195/2210 BOT CHORD 2114=-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 roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; 13=52111; L=34ft; eave=6lt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (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, Interior(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=1.60 1 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (t=lb) 2=803, 10=803. 6 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Q WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0.7473 rev. 10N3/2015 BEFORE USE. Design valid for use only with MITek0 conneclors. this design is based only upon parameters shown, and Is for an Individual building component, not a Ituss system. Before use. the building designer roust verify the applicabalfy of design poramefeis and properly Incorporate this design into Itte overall building design. Bracing indicated Is to prevent buckling of Individual truss web aril/or chord members only. Addilional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabrication, storage, delivery, ereclfon and bracing of imsses and truss systems, seeANSUMII CualHy Cdledo, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety/nfoanami,l available from Truss Plate Institute, 218 N. Lee Street, Suite 31Z Mexandila, VA 22314. 1 Tampa, FL 33610 Job Truss Truss Type Oty Ply Carlton III with porch ' T13302392 M11323 A6 SPECIAL 1 1 �62'Grand Job Reference (optional) cnamoers truss, Inc., t-on rterce, t•L o• ..aN ,.^ •�� ��" ID:2GIScwwyY511nGhXVARzUkuyuFUM-fh_37olieYtUEbdENA1 gtd4?Aftl00oo_Ln86gziuKl 1.0.0 0.11-11 1G•0.0 18.0.0 20.4.8 11,11.15 34.0.0 , 5.0• 0- 8-11-11 7.0.5 2-0-0 2.4.8 5-7-7 8.0.1 4.00 12 Gx8 = 5x6 = 5x6 = 20 II 3x6 = 3x12 r- 2.00 rl2 LOADING (PSI) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 ! Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 MM CSI. DEFL. in (loc) Well Ud TC 0.81 Vert(LL) 0.69 '14 >590 360 BC 0.93 Vert(CT) -0.9214-17 >443 240 WB 0.86 Horz(CT) 0.34 9 n/a n/a Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP M 30'Except' TOP CHORD 3-5,6-7: 2x4 SP M 31 BOT CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'Except' 5-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (IL, ize) 2=1312/0-8-0, 9=1312/0-8-0 Max Horz 2=-169(LC 8) Max Uplift 2=-803(LC 10), 9= 803(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-5491/3336, 4-5=-5095/3071, 5-6=-2314/1551, 6-8= 2398/1533, 8-9= 3199/1981 BOT CHORD 2-14— 3040/5224, 13.14=-1195/2361, 12-13_ 1123/2199, 11-12=-1731/3001, 9-11=-1731/3001 WEBS 4-14= 492/513, 5-14= 1707/2959, 5.13=-405/196, 6-13=-179/522, 8-12= 893/660, 8-11=0/303 Scale = 1:61.9 PLATES GRIP MT20 .244/190 MT18HS 244/190 Weight: 157 lb FT = 0% Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES-' 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-'10; Vuit=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14fh B=521t; L=3411; eave=6lh Cat. II; Exp C; Encl- ) GCpi=0.18; MW FRS (directional) and C-C Extertor(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 adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurient with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint( s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=803, 9=803. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL $3610 Date: Fchri rani, 91 901 R 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE My-7473 rev. 10/03/2015 BEFORE USE, Design valid for use only with MilekO connectors, this design is based only upon parameters shown, and is for an individual building component, not ��� a truss system. Bofore rase, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. &acing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* prevent Is always requited for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabricatlon, slorade, delivery. erection and bracing of trusses and truss systems, seeANSWII CuaiByCrBedo, DSB-89 and SCSI Building Component Selety In/onnoBenavallable from Tmss Plate Institute, 218 N. Lee SYree1, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qly Ply 62' Grand Carlton III with porch ' T13302393 M11323 A7 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL u.13u s Sep 1 a 20i I iviii ex mausiries, inc. vvau reu 21 i •r: i a.00 ev ro rage ID:WSJgpGwal Ppebrr611k9UjG5yuF UL-7tYRC7J LPsOLrICQxuZvBrcAj3DQIsZxDTW ieGziu KH r1.0.0 8.10.10 14.0.0 20.0.0 25.11.15 34.0.0 $5-0-Q 1 00� 8.10.10 5.1.6 6.0.0 5.11-15 8.0.1 1.0.0 �i 6 5x8 = A nn 1`7 5xG = 5x12 = 2x3 11 3x6 = 3x12 2.00 12 LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress incr YES BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 4-111: 2x4 SP M 30 REACTIONS. (lb/size) 2=1312/0-8-0, 7=1312/0-8-0 Max Harz 2— 149(LC 8) Max Uplift 2=-603(LC 10), 7=-803(LC 10) Scale = 1:60.8 ,n I,b 6 CS1. DEFL. in (loc) I/dell Lid PLATES GRIP TC 0.83 Vert(LL) 0.66 11 >616 360 MT20 2441190 BC 0.90 Veri(CT)-1.1010-11 >369 240 MT18HS 244/190 WB 0.95 Horz(CT) 0.34 7 n/a n/a Matrix -MS Weight: 147 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-0-2 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2L13=-5484/3370, 3-4=-5116/3126, 4-5_ 2229/1544, 5-6= 2448/1599, 6-7— 3169/1993 BOT CHORD 2=11=-3071/5219, 10.11= 1590/2874, 9-10- 1738/2968, 7-9= 1738/2968 WEBS 3-11=-419/443, 4-11=-1466/2647, 4-10=-812/448, 5-10=-205/487, 6-10=-785/575, 6, 9=0/272 NOTES- 1) Unbalanced tool live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165niph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.0ps1; h=141h B=52ft L=34ft; eave=6ft; Cal. II; Exp C; Encl., GCpi=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, Exlerior(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 adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed lot a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tail by 2-0-0 wide Will tit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=803, 7=803. � Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 I 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED AfITEKREFERANCE PAGE M0-7473 rev. 10MO2015 BEFORE USE. Design valid for use only with MilekO connectors. this design Is based only upon parameters shown• and is for an individual [wilding component• not � a truss system. Before use, the building designer must verify the oprAlcability of design parameters and properly Incorporate this design Info the overall building design. &acing Indicated Is to prevent buckling of individual lnrss web and/or chord members only. Additional .temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabricatlon. storage. delivery. erection and bracing of trusses and Truss systems, saeANSUMI QualByCrBCtlb, DSB-09 and BCS1 Building Component 6904 Parke East Blvd. Safety /nfonnallolravaitable from Truss Plate Institute. 218 N. Lee Street. Sidle 312, Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type Q1y Ply 62' Grand Carlton III with porch ' T13302394 M11323 AS SPECIAL 1 1 Job Reference Lptional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Inc. Wed Feb 21 14:19:57 2018 Scale - 1:60.6 4.00 12 5x6 = 3x4 = 4 21 5 2x3 II 5x8 = 6 22 7 9x3 /i 12 1'l 5x12 = 3x4 = 46 = 3x12 = 2.00 F12 0.6.4 LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL '1.25 TO 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 BOLL 0.0 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 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pLITIMS. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-11-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1312/0-8.0, 9=1312/0-8-0 Max Horz 2=-129(LC 8) Max Uplift 2= 803(LC 10), 9= 803(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2., 3=-5488/3444, 3-4=-5117/3183, 4-5=-3911/2497, 5-6=-2576/1770, 6-7=-2586/1779, 7 8=-2663/1762, 8-9=-3021/1971 BOT CHORD 2 13=-3143/5224, 12-13=-1956/3292, 11-12= 1369/2481, 9-11= 1705/2827 WEBS 3-13= 396/420, 4-13=-102811721, 5-13=-3007797, 5-12= 894/601, 6-12= 265/263, 7112=-294/391, 7-11=-374/691, 8-11= 535/502 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psF BCDL=3.Opsf; h=14fh B=52ft; L=3411; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(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 & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the 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 bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 2=803, 9=803. Thomas A. Alban! PE No.39380 MiTek USA, Inc, FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Q WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGEMI!-7473 rev. 1010312015 BEFORE USE Design volld for use ordy with Mllek® 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 Iho applicatAlty of design parameters and prorx'rly 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 MOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. Prection and bracing of trusses and truss systems. seeAM56VIr Quality Crifaft DSB-89 and BCSI Bulld/ng Component 6904 Parke East Blvd. Safety lnfortAaHonavailable from Truss Plate Institute. 218 N. Lee sheet. Sidle 312, Alexandria. VA 22314. Tampa, FL 33610 Job 1A9 Truss Truss Type I City Ply 62' Grand Carlton III with porch T13302395 M11323 HIP 1 1 :hambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MITek Industries, Inc. Wed Feb 21 14:19:58 2018 Page 1 ID:_elCl cxC3ixVV?huts?ypJyuFUK-3FgBdpKbwTG353Mp3JbNGGidcs?ZDm3EgJ?oj8ziuKF r1.0•Q G-7.16 10.0.0 15.2.14 20.4.0 24.0.0 27-A-1 34-0.0 35.0•Q 1.0.0 6.7.15 3.4-1 5.2-14 { 5.1.2 3 8 0 r 3.4-1 6-7-15 1.0.0 Scale = 1:58.6 4,00 FIT 4x4 = 3x4 = 2x3 11 4x8 = 4 24 525 26 6 27 7 3x5 = 3x8 = 3x6 = 6x8 = 3x6 _ 3x4 = 36 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.2.5 TC 0.35 Velt(LL) -0.18 11-21 >917 360 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Ved(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 10.0 Code FBC2017ITP12014 Matrix -MS LUMBER- IBRACING- TOP CHORD 2x4' SP M 30 TOP CHORD BOT CHORD 2x4, SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/,size) 2=66310.8-0, 9=346/0-8.0, 13=1616/0-8-0 Max Herz 2=109(LC 9) Max Uplift 2-430(LC 10), 9=-249(LC 10), 13=-928(LC 10) Max Grav 2=685(LC 19), 9=386(LC 20), 13=1616(LC 1) FORCES. (lb) - Mlax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 �3=-1275/1025, 3-4-913/708, 4-5-829l705, 5-6— 565/807, 6-7=-565/807, 7-8=-1041278, 8-9=-341/235 BOT CHORD 2-15-836/1187, 13-15-34/309, 11-13=-256/348, 9-11=-124/304 WEBS 3-1 5=-425/501, 5-15=-444/665, 5-13=-121511079, 6-13-264/300, 7-11-255/396, 8-i11=-461/521, 7-13=-837/703 PLATES GRIP MT20 244/190 Weight: 156 Ib FT = 0". Structural wood sheathing directly applied or 5-11-9 oc puriins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof, live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mp11; TCDL=4.2psf; BCDL=3.0psf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=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, Exlerlor(2) 5-2-5 to 10-0-0, Interfor(1:) 14-9-11 to 19-2-5, Exterior(2) 24-0-0 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 adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between life bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=430, 9=249, 13=928. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6804 Parke East Blvd, Tampa FL 33610 Date: February 21,2018 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11--7473 rev. 1010312015 BEFORE USE Design valid for use only with MI1eW connectors. labs design Is based only upon parameters shown, and Is for an Individual txr➢ding component not � a lruss system. Before use, the building designer must vedry the applicability of cleslgn parametersand properlyincorporate this design Info the overall bullding design. Bracing Indicated Is 10 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stab➢lly 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. seeANSUIPIi Gaa1ByCriteria, DSB-69 and SCSiBuIlding Component 6904 Parke East BNd. Safety lntonnaflopova lab le from Truss Plate Institute, 218 N. Lee street. Sulte 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302396 M11323 GRA HIP 1 1 Job Reference(optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:19:59 2018 Page 1 I D:_etC l cxC3ixVV?huls?ypJyuFUK-XSEZg9LDhnOwiDx?cO6cpTEfaGKGyBpOvzlMFbziu KE r1.0•Q 8.0.0 11.1.1 17.0.0 18.6.0 , 22.2-2 26.0.0 34.0.0 $5.0•Q 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 TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. Scale = 1:60.6 3x5 — 3x6 II 3x6 Gx8 — 6x8 = 3x6 = 6x8 = 4x4 = LOADING (pst) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2.0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017(rP12014 CSI. DEFL. TC 0.91 Vert(LL) BC 0.57 Vert(CT) WB 0.98 Horz(CT) Matrix -MS in (loc) I/dell Ud 0.20 24-35 >914 360 -0.24 29.32 >552 240 0.02 22 n/a n/a PLATES GRIP MT20 244/190 Weight: 194 lb FT = 0% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD StructUral wood sheathing clirecily applied or 4-2-5 or; purlins. BOT CHORD 2x4 SP M 30 Except: WEBS 2x4 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. All bearings 0-8-0. (lb) - Max Harz 2=-179(LC 6) Max Uplift All uplift 100 Ib or less at Join(s) except 2= 351(LC 8), 27= 1168(LC 8), 26=-1495(LC 8), 22=-625(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=487(LC 17), 27=2232(LC 13), 26=2929(LC 14), 22=984(LC 14) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= = 621/387, 3-5=-304/838, 5-7=-588/1209, 7-8=-588/1209, 8-12588/1209, 1P-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=-126/305, 9-11=-106/363, 11-14= 193/412,14-17= 941271,19-21=-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 3129_ 500/1176, 3-27=-1766/911, 5-27_ 748/622, 5-26=-546/351, 13-26=-946/617, 18-26=-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- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 74,0; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=521t; L=34ft; eave=6ft; Cat. II; Exp C; Encl., 6Cpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 fall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 2, 1168 lb uplift at joint 27, 1495 lb uplift at joint 26 and 625 lb uplift at joint 22. 8) Girder carries hip end with 8-0-0 end setback. 9) Graphical purlin �epresenlation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other 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 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 LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). t2 ld, 0 Thomas A. Albani PE No.39390 Wok USA, Inc. FL Cart 6634 69114 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M1TEC REFERANCE PAGE 6f11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mitek© connectors, Mils 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 pararnefers 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' Is always required, for stability and to prevent collapse wllh possible personal injury and properly damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSI M11 QualifyCrEorb, DSB-a9 and SCSI BuIlddng Component 6904 Parke East Blvd. Safety lnlomrationavailable from inns Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302396 M11323 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., 1-ort Pierce, I-L 11.1 su s 6ep 1 o zul / Ml i eK mausmes, mc. wou rev zi i y: r u:ou zero raua e ID _etClcxC3ixVV?huls?ypJytiFUK-XSEZg9LDhnOwiDx?c06cpTEfaGKGyBpOvzlMFbziuKE LOAD CASE(S) Standard 1) Dead -r Roof I-Wo (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads �Plf) Vert: 1-3=-54, 21-23=-54, 29-30=-20, 24-29=-47(F=-27), 24-33=-20, 3-11 =-1 26(F=-72), 11-21_ 126(F= 72) Concentrated Loads (lb) Vert: 29— 641(F) 24=-641(F) 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE Mg-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual budding component, not a truss system. Before use. the building designer must verify the applicablilly of design parameters and properly Incorporate this design Into the overall budding design. Bracfng Indicated is to prevent buckling of Individual truss web and/or chord members only. Addiflonal temporary and permanent bracing MiTek• Is always requiredlror stability and to prevent collapse v41h possible personal Injury and properly damage. For general guidance regarding the fabricallon. storage. delivery. erection and bracing of trusses and truss systems, seeANSWII Quar8yCr9arla, DS8-89 and SCSI SuffdingComponont 6904 Parke East Blvd. Sawylitloimaflonavallobfe from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302397 M11323 GRB HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:20:01 2018 Page 1 ' ID:SrRaEyyrg04M78G4raWBLWytIFUJ-TgMKFrNTDOedyW4NkR84uuK1w4 9Q6XhNGETJTziuKC r1.0•0 8.0.0 13.8.0 1 17-0.0 20•A-0 26.0.0 34.0.0 �5•e q 0-0 8-0-0 5.8.0 3-A-0 3.4.0 5.8.0 8.0.0 5x8 MTi BHS = 4x10 = 4.00 F12 2x3 11 46 = 2x3 II 3 23 4 5 6 7 24 5x8 MT18HS = Scale = 158.6 16 is 14 13 12 11 46 — 3x6 11 5x6 = 6x12 = 6x'12 = Sx6 = 3x6 II 46 — LOADING (psf) SPACING- 2.0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FB02017/TP12014 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 "Except' 444,7-13: 2x6 SP No.2 34.0-0 CSI. DEFL. in (loc) 1/clef] Ud PLATES GRIP TC 0.80 Ven(LL) 0.22 '16-19 >999 360 MT20 244/190 BC 0.68 Verl(CT)-0.3016-19 >820 240 MT18HS 244/190 WB 0.90 Horz(CT) 0.06 9 n/a n/a Matrix -MS Weight: 153 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-14 oc purlins.. BOT CHORD Rigid ceiling directly applied or 5-3-14 oc bracing. WEBS 1 Row at midpt 3-14, 8-13, 6-13 REACTIONS. (lb/size) 2=1269/0-8-0, 13=4057/0.8-0, 9=474/0-8-0 Max Harz 2=90(LC 7) Max Uplift 2=-853(LC 8), 13=-2590(LC 8), 9— 345(LC 8) Max 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 2-3=-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 31�16=-435/1209, 3-14=-1552/774, 4-14=-837/691, 7-13-878/713, 8-13-3635/1919, 8-11=-432/1204, 6-14-1453/2814, 6-13=-3198/1807 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-1,0; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=521h L=34fh eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 853 lb uplift at joint 2, 2590 lb uplift at joint 13 and 345 lb uplift at joint 9. 8) Girder carries hip end with 8-0-0 end setback. 9) Hanger(s) or other 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 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. 10) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (0) Vert: 1-3= 54, 3-8— 131(F-77), 8-10— 54, 16-17=-20, 11-16-49(F-29), 11-20= 20 Thomas A. Albani PE No.39380 MITak USA, Inc, FL Cert 6034 8904 Parke East Blvd. Tampa FL 33810 Date: February 21.2018 Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII.7473 rev. 10103,2015 BEFORE USE ' Design valid for use only with Mlrek@u 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 applicablilly of design parameims and properly Incorporate this design Into the overall building design. Bracing Indlnaled is to prevent buckling of Individual truss web and/or chord members only. Additional iemparary and permanent bracing MOWis always required for stabaity and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the fabricaflon, storage, delivery, erection and bracing of trusses and truss systems, seeANSbW11 AUaIEyCrBada, DSB-89 and SCSI SuMV Component 6904 Parke East Blvd. Sorely InfomraNmX3vailable from Truss Plate Insiilute, 218 N. Lee Slree , Suite 312, Alexandrla, VA22314. Tampa, FL 33610 Job Truss Truss Type City Ply 62' Grand Carlton III with porch T13302397 M11323 GRB HIP 1 1 i Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 1 d=-641(F) 11=-641(F) 8.130 s Sep lb 201 / MI 1 ok industries, Inc, vied Feb 21 1 v:cd.d r cv ro rage < ID:SrRaEyyrg04M78G4raW BLWyuFUJ-TgMKFrNTDOodyW4NkR84uuK1 w4_7Q6XhNGETJTziuKC I 0 WARNING- Ve1y design parameters and READ NOTES ON THIS AND INCLUDED MMEK REFERANCE PAGE MB-7473 rev, 101032015 BEFORE USE Design for MlTekb conneclots. This design is based only upon parameters shown, and Is for an individual building component, not valid use only with 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 MOW Is 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 baring of trusses and miss systems, seeANSU1P11 QualByCfftda, DSB-89 and SCSI Suffding Component 6904 Parke East Blvd. Safety Intarmaffanavatable from Truss Plate Institute, 218 N. Lee Street, Sulle 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty iPly 62' Grand Carlton III with porch T13302398 M11323 J2 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:20:01 2018 Page 1 I D:xl?zSlzTbJCD11rGPH 1 QukyuFU I-TgMKFrNTDOedy W 4NkR84uuKBb47aQKfhNGETJTzi uKC -1.0.0 2.0-0 1.0.0 2.0.0 Scale = 1:7.8 3x4 = LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in (lot•,) Udell 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 Code FBC2017ITP12014 Matrix -MP Weight: 8 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 or, bracing. REACTIONS. (ib/size) 3=38/Mechanical, 2=141/0-8-0, 4=22/Mechanical Max Florz 2=67(LC 10) NI a' Uplift 3= 28(LG 10), 2=-136(LC 10), 4=-3(LC 7) Max Grav 3=39(LC 15), 2=141(LC 1), 4=31(LC 3) FORCES. (lb) - fulax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=521t; L=34ft; eave=6ft; Cat. II; Exp C; Encl., ,GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss haslbeendesigned for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at joint 3, 136 lb uplift at joint 2 and 3 lb uplift at joint 4. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 21,2018 WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MIR*0 connectors. this design Is based only upon parameters shown, and Is for an Individual building component, not �� a kuss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Info 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' is 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, seeANSVIPII CualllyCdBeda, DSO-89 and SCSI BuRding Component 6904 Parke East Blvd. Safely Infolmallonavallable fror n truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton III with porchT13302399 M11323 J4 MONO TRUSSb E'Grand Reference o tional L;namners truss, Inc., non rierce, rL ,.. �.,,, � ov , , . -- -- - ...----- --- ID:PDYLfd-5MdK4MSQTz7ZIRxyuFUH-y1wiTBN5-imUZgfal8(JR6sl UP79nvgbwzOswziuKB y.0.p 4.0.0 1.0.0 4.0-0 3x4 = 4-0-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL, In (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.02 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MP LUMBER - TOP CHORD 2X4 SP No.3 BOT CHORD 2x4, SP No.3 REACTIONS. (lb/size) 3=90/Mectianlcal, 2=207/0-8-0, 4=50/Mechanical Max Horz 2=104(LC 10) Max Uplift 3 : 80(LC 10), 2=161(LC 1 D), 4=-7(LC 10) Malx 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. Scale = 1:11.1 PLATES GRIP MT20 244/190 Weight: 14 lb FT = 0% BRACING - TOP CHORD Slnrctural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- 1) Wind: ASCE 7-1i0; Vult=1651nph (3-second gust) Vasd=128mph; TCDL=4.2pst; BCDL=3.Ops1; 11=141t; 13=52ft; L=341t; eave=6ft; Cat. II; Exp C; Encl., GCpt=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1-60 2) This truss has been designed for a 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.OpSt on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 80 lb uplift at joint 3, 161 lb uplift at joint 2 and 7lb uplift at joint 4. Thomas A. Albani PE No.39380 MITek USA, Inc, FL Cort $634 6904 Parke East Blvd. Tampa FL 33610 Date: 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEKREFERANCE PAGE Nn-7473 rev. 1010312015 BEFORE USE Design valid for use orgy with Milelc connectors. Ills design h based only upon parameters shown. and is for an Individual building component, not a truss system. Before use, the building designer musl 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 WeW Is always required1for stability and to prevenl collapse wllh possible personal injury and property damage. For general guidance regarding the fabilcatlon, storage. delivery, erection and bracing of trusses and truss syslerns, seeANSUMIi Quality Ciffedd, DSB-89 and BCSiBuIld/ng Component 6904 Parke East Blvd. Safety lntonnallpnavallabte from Truss Plate Ind fule, 218 N. Lee S1reeL Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 62' Grand Carlton III with porch ' T13302400 M11323 1 J6 MONO TRUSS B 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 Mi lek Industries, Inc. Wed Feb 21 14:20:03 2018 Page 1 ID:IP6jtz j7xSx_c fXi4uz9yuFUG-QDT4gXOklouLBgEmrsBYzJPUDtd4uEgzgajZOMziuKA 1.0-0 6.0.0 � 600 -- Scale = 1:14.6 3x4 = fn LOADING (psf) SPACING- 2-0-0 CSI. DEFL. ill (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Ved(LL) 0.11 4-7 >629 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Verl(CT) -0.12 4-7 >617 240 BCLL 0.0 "1 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Malrix-MP Weight: 201b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2xA SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (ib/,size) 3=145/Mechanfcaf, 2=279/0-8.0, 4=71/Mechanical Mix Horz 2=142(LC 10) Max Uplift 3=-131(LC 10), 2=-194(LC 10), 4=-B(LC 10) Max Grav 3=145(LC 1), 2=279(LC 1), 4=102(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-1�0; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst; BCDL=3.Ops1; h=14ft; 13=521t; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss 10 truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 3, 194 lb uplift at joint 2 and 8 lb uplift at joint 4. Thomas A. Albani PE No.39380 MlTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: 1 February 21,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMO-7473 rev, 10/03/2015 BEFORE USE Design valid for usa only with Milek@ connectors. this design is based only upon parameters shown, and is for an IndlvkWal building component- not ��• a truss systern. Before use. the building designer must verify the applicablllly of design parameters and properly Incorporate this design Into the overall budding design. Biacing Indicated Is to prevent buckling of Individual truss web and/or chord members ordy. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery. erection and bracing of trusses and truss systerns seeAhfS&7pil QualityCt9eda, DSO-89 and SCSI Su9dng Component 6904 Parke East Blvd. Safety intoanaUoh3vaitable from Truss Plate Institule. 218 N. Lee Street Suite 3'12. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oly Ply 62' Grand Carlton III with porch T13302401 M11323 j J8 MONO TRUSS 20 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:20:04 2018 Page 1 ID:tP6jt;_j7xSx_c fXi4uz9yuFUG-uP1Su1PMWJOCp_pyPZinWXybrrH5UdhP73ES7woziuK9 -1.0.0 8.0•D 1.0.0 8.0.0 3x4 LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in (lor,) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Verl(LL) 0.26 4-7 >367 360 TCDL 7.0 Lumber DOL '1.25 BC 0.38 Ved(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 FBC2017fTP12014 Matrix -MP LUMBER- I TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 31 i REACTIONS. (Ib/size) 3=188/Mechanical, 2=352/0-8.0, 4=103/Mechanical Max Horz 2=180(LC 10) Max Uplift 3=-175(LC 10), 2=-228(LC 10), 4=-15(LC 10) Max Gram 3=188(LC 1), 2=352(LC 1), 4=145(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale =1:17.4 PLATES GRIP MT20 244/190 Weight: 26 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- I 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.0psf; h=14tt; B=52f1; L=3411; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterfor(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 3-1-13, Exterior(2) 3-1-13 to 7-11-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 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 toe bottom chord and any other members. 4) Refer to girders for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 ib uplift at joint 3, 228 lb uplift at joint 2 and 15 lb uplift at joint 4. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Fphri taru 91 901 R ® WARNING- Verity design pmamelers and READ NOTES ON THIS AND INCLUDED MD'EK REFERANCE PAGE IWI.7473 rev. 1010312015 BEFORE USE Design valid for use only with MIT&V connectors. This design is biased only upon parameters shown, and Is for an Individual building component, nor a mass system. Before use, the building designer must verify the applicability of design p arornefets and properly incorporate this design Into the overall buliding design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• IS always required for stability and to prevent collapse wilh possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAllfSLM11 QuailyCt9etb, DSB49 and BCSI BuBd/ng Component 6904 Parke East Blvd. Satotyfntonnallotiavallable from Truss Plate Institute. 218 N. Lee Sheaf, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oly Ply 62' Grand Carlton III with porch T13302402 M11323 KJB MONO TRUSS 4 1 Job Reference (optional) Gnambers I russ, Inc., I-ort Pierce, FL U.13u s pep 1b Zal / MI I OK mausrnes, inc. vvea r-eD ei 1w:zu:uo ev i o rege I .I D:Lcg54J? LuEancmZr4Qb7W MyuFUF-Mcbr5C0_FId83Q809zHD02kUrohRsM 1 VGHuCgSEziuK8 1.5.0 7-3.4 11-3.0 1 5.0 7-3.4 3-11-12 Scale = 1:20.3 3x4 3x4 = I 7-3-4 3.11-12 _ LOADING (psf) SPACING- 2.0.0 CS1. DEFL. in (tor:) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Verl(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 Code FBC2017lTP12014 Matrix -MS Weight: 44lb FT=0,6 LUMBER- IBRACING- TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=201/Mechanical, 2=466/0-11-5, 6=576/Mechanical Max Horz 2=244(LC B) Max Uplift 4=-205(LC 8), 2=-305(LC 8), 6_ 286(LC 8) MdIIx Grav 4=245(LC 13), 2=466(LC 1), 6=590(LC 13) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1151/523 BOT CHORD 217=-687/1126, 6-7= 687/1126 WEBS 3-7=0/330, 3-6— 1236/755 Structural wood sheathing directly applied or 6-0.0 oc purlins. Rigid ceiling directly applied or 8-9-6 oc bracing. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4-2psl; BCDL=3-0psf; h=14f1; B=5211; L=34f; eave=61t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord 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 the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 205 lb uplift at joint 4, 305 lb uplift at joint 2 and 286lb uplift at joint 6. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). i LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads (pit) Vert: 2=0(F=27, B=27)-to-4=-152(F=-49, B— 49), 8=0(F=10, B=10)-to-5= 56(F=-18, B=-18) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE mil-7473 rev. 10/012015 BEFORE USE. • Design valid for use only wllh MiTeldo 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 parametois and property incotporafe this design Into the overall building design. Bracing Indicated is 10 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is aiways required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication. sforag¢, delivery, erection and bracing of trusses and truss systems. seeANS&VII QualityCrfladta, DSO.89and SCSI SuBdIng Component 6904 Parke East Blvd. Safety DrlvrmaHon,wdlable from Truss Plate Institute. 218 N. Lee Street. Sulle 312, Alexandria, VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 14- 31 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. ® al For 4 x 2 orientation, locate plates 0-'a4' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MITek 20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output, Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is f or crushing only. Industry Standards: Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information. Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses, G C O U a- O Numbering System 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-131 1, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces'themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1, 8. Unless otherwise noted, moisture content of lumber shall not exceed 1996 at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, see. orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14, Bottom chords require lateral bracing at 10 ft, spacing, or less, if no ceiling is installed, unless otherwise noted. 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. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental. health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words W1 --- -- - - - -and-pictures)-before-use.-Reviewing-pictures-olone - Is not sufficient. 20. Design assumes manufacture in accordance with MiTekANSI/TPI 1 Quality Criteria. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015