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HomeMy WebLinkAboutTRUSS PAPERWORKM Reko RE: !M11323 MiTek USA, Inc... I62' Grand Carlton III with porch 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: I 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- RooflLoad: 37.0 psf .Floor Load: N/A psf This package includes 13-individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to'this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 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 T13302392 a6 2/21/18 4 T13302393 a7 2/21/18 MANNED 5 T13302394 a8 2/21/18 6 T13302395 a9 2/21/18 Y 8 303grb 2/21Lucie, 0If�� T13297 1/8 9 T13302398 2/21/18 10 T13302399 j4 2/21/18 11 T13302400 16 2/21/18 12 I T13302401 18 2/21/18 13 T13302402 j8 2/21/18 The trusslzt('awing(s) referenced above 3-deen;prepared by 'MiTek USA,11n ttn�'�.rtng greet supervision lased on 'the parameters provided by Chambers Truss. Truss Design'Engineer's Name Albani, Thomas My license ae�wal-date for the state of Florida is February 28, 2019. Florida COA:6634 . IMPORTANT NOTE: The seal on these truss component designs is a certification that.thq engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSUTPI 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 vedrify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. • 380 STATE OF :�441 'O• •����� ,c4 0 R 10 �N���� 0NA1-0 �I/1111� Thomas A. Alban[ PE Nu.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 February 21,2018 1 of 1 Albani, Thomas Job Truss Truss Type City 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 D:a3B4PavKnnZweXyJckSFBgyuFUN-i ltia6GS6xdm_ITrGI?CZC_IGrGmYZaVX111 l xziuKK r 0- 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 5-9-0 4-7-3 4-7-3 5-9-0 6-7-13 1-0-0 4.00 12 4x5 = 27 Scale = 1:57.8 17 15 -- -' 14 12 3x6 _ 2x3 11 4x6 = 3x8 = 3x8 = 4x6 = 2x3 11 3x6 = 6-7-13 LOADING (psf)1 TCLL 20.0 TCDL 7.0 BCLL 0.01 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/fP12014 CSI. TC 0.39 BC 0.58 WB 0.65 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/deft Ud 0.32 14-15 >999 360 -0.61 14-15 >670 240 0.12 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 163lb FT=O% LUMBER- BRACING - i TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or4-11-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1362/0-8-0, 10=1362/0-8-0 Max Harz 2=-179(LC 8) Max Uplift 2=-832(LC 10), 10= 832(LC 10) FORCES. (lb) -Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 12-3=-3419/2395, 3-5=-2771/2031, 5-6=-2770/2152, 6-7=-2770/2152, 7-9=-2771/2031, 9-10=-3419/2395 BOT CHORD ! 2-17=-2132/3213, 15-17=-2132/3213, 14-15=-1269/2000, 12-14=-2132/3213, 10-12=-2132/3213 1 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 I 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=3.0psf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; 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 13-7-3, Exterior(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 hasbeen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.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 beating plate capable of withstanding 100 ib uplift at Joint(s) except (Jt=lb) 2=832, 10=832. 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 50. 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 C.ASE(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 (pit) Vert: 1-6=-54, 6-11— 54, 18-21=-20 Concentrated (roads (lb) Vert: 26= 50(F) 27= 50(F) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 21,2018 ® WARNING - Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/03,2015 BEFORE USE. Design valid for;use only with MIekO 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 vetlfy 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. Additlonal temporary and permanent bracing Is always requlred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII GualflyCdtedo, DSB-89 and BCSI BuIldirig Component 6904 Parke East Blvd. Safety/ntannallonwailable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type city Ply 62' Grand Carlton III with porch T13302391 M11323 A5 SPECIAL 9 1 Job Reference (optional) A C..k n4 4A.4 n. CA On!0 Dnnn 1 Gnambers Truss, mc., Fort Pierce, FL o• r ou a Sep , J 20 , i , e r. usr.as, Inc... otJ ID:2GIScwwyYShnGhXVARzUkuyuFUM-BURgnSH4tFIdcR21gTWR6QXpvFX_HI Ufm h 1 bZN ziu KJ 1-0- 7-8-5 10-6-4 17-0-0 20-4-8 26-4.0 34.0-0 5-0- -0-0 7-8-5 2-9-15 6-5-12 3-4-8 5-11-8 7-8-0 -0-0 Scale = 1:59.8 6 4.00 F12 5x8 II 6 13 1 5x12 = 2x3 II 3x6 = 3x12 = 2.00 12 Plate Offsets (XY)-- f2'0-1-15 Edgel (4:0-3-0 Edgej [10:0-0-6 Edge] PLATES GRIP LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud 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 0.0I Rep Stress Incr YES WB 0.60 Horz(CT) 0.36 10 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -MS Weight: 155 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-9-12 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-14 6-14: 2x4 SP M 30 OTHERS 2x4 SP N0.3 REACTIONS. (lb/size) 2=131210-8-0, 10=131210-8-0 Max Horz 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 I2-14=-3466/5266, BOT CHORD 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, 19-13=-786/56019-12=0/269 NOTES- I 1) Unbalanced rdof 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; B=52ft L=34ft; eave=6ft Cat. II; Exp C; End!, 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, 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 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 hats 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 ANSUTPI 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 6t=1b) 2=803, 10=803. Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 21,2018 ® WARNING - Vsrlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 W. 10/012015 BEFORE USE Design valid for ruse only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.) Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeV Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the fabrication, stor6ge, delivery. erection and bracing of trusses and truss systems, seeANSYMIJ Qua/By C/dedd, DSB•89 and SCSI Bulld/ng Componanl 6904 Parke East Blvd. Safety/nfaananollavaliable from Truss Plate Institute. 218 N. Lee Street, Suite 312 Alexandria. VA22314. Tampa, FL 33610 Job I Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302392 M11323 A6 SPECIAL 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MITeK Industries, Inc. wed Feb 21 14:19:b5 2U18 Nage 1 ID:2GIScwwyY5hnGhXVARzUkuyuFUM-fh_3?olieYtUEbdENAt gfd4?AftlOQoo_Ln86gziuKl t1-0-Q 8-11-11 16-0-0 18-0-0 20-4-8 25-11-15 34-0-0 $5-O- 0- 8-1 1-11 7-0-5 2-0-0 2-4.8 5-7-7 8-0-1 i-0-0' 3.12 = 2.00 12 4.00 12 6x8 = 5x6 = 5x6 = 25-11-15 2x3 I I 3x6 = Scale = 1:61.9 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl 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 ' Rep Stress Incr YES WB 0.86 Horz(CT) 0.34 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 157lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 *Except* 3-5,6-7, 2x4 SP M 31 BOT CHORD !2x4 SP'M 30 WEBS 2x4 SP No.3 *Except* I5-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 I REACTIONS. '(lb/size) 2=1312/0-8-0, 9=131210-8-0 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 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 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 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; B=52ft L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Intertor(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 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 betwee(t 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 mechlanical 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: February 21,2018 A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIP7473 rev. f0/03/2015 BEFORE USE, Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not K`} a truss system. Before use, e building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall th building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek7 Is always reclulred for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII CUalffyCdfeda, DSB-89 and SCSiBuHding Component 6904 Parke East Blvd. Safetyinforata/lorrmvailable 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 T13302393 M11323 A7 SPECIAL 1 1 i Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL uA au s Sep T o zut I Iwr reK inausures, rrrc. vveu reu c i i �: i a.ou cu ! o rage I D: W SJgpGwal Ppeur6hk9UjG5yuFUL-7tYRC7JLPsOLrICQxuZvBrcAj3DQIsZxD? W ieGziuKH 1-0- 8-10-10 14-0-0 20-0-0 25-11-15 34-0-0 5.0- 0-0 8-10-10 5-1.6 6-0-0 5-11-15 8-0-1 1-0- 6 3x12 c 2.00 12 10-6-4 5x8 = 5x6 = w y 5xl2 = 2x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.66 11 >616 360 TCDL 7.Oi Lumber DOL 1.25 BC 0.90 Vert(CT) -1.10 10-11 >369 240 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.34 7 n/a n/a BCDL 10.0, Code FBC2017/rP12014 Matrix -MS LUMBER - TOP CHORD 12x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'Except' 4-11: 2X4 SP M 30 REACTIONS. (lb/size) 2=1312/0-8-0, 7=1312/0-8-0 Max Horz 2— 149(LC 8) Max Uplift 2=-803(LC 10), 7=-803(LC 10) FORCES. (lb) I Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown Scale=1:60.8 v Im 0 3x6 = PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 147 lb Fr = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 4-0-2 oc bracing. TOP CHORD i 2-3— 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 =-1 46612647, 4-10= 812/448, 5-1O 205/487, 6-10=-785/575, 1 6-9=0/272 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; B=52ft; L=34ft eave=6ft; Cat. II; 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, Extedor(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 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) 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 (jt=lb) 2=803, 7=803[ Thomas A. Alban! PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 i A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 101012015 BEFORE USE. Design valid for use only with MITek® 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 p� building design, Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always requlred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the I V I i1e W fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSU1P11 Gua/HyCftrlo, DSB-89 and BCSI BuEd(ng Component 6904 Parke East Blvd. Safety lnfotmaBonavallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type City Ply 62' Grand Carlton III with porch T13302394 M 11323 AS SPECIAL 1 1 Job Reference (optional) Chambers I russ, mC., tort Nlerce, t-L ts.13u s aep to zui r ivu i ex muusules, ulc. vvea rev e 1 iw: i umi ev to raye i I D: W SJgpGwalPpeur6hk9UjG5yuFUL-b36pOTKzAA8CTvncVb48k29LBTZgUMw5SfGFAiziuKG 12-0-0 15-8-4 20-4-8 22-0.0 24-8-12 34-0-0 35-0-Q 0 0 8-8-4 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 i 5x6 — 2x3 11 5x8 = 3x4 = 4.00 12 4 2x3 3 21 5 6 22 7 2x3 4/ 8 tO 20 N 1 2 13 5x12 MT-18HS = f? 23 9 I� 10 � 11 Iu I r, o 12 11 5x12 = 3x4 = 4x5 = 3x12 2.00 12 I 10-6-4 20-4-8 22-0-0 34-0-0 10.6-4 9-10.4 1-7.8 12-0-0 Dlofr, nffeefc IV, V1-- r7•n-1-1 r. Frivol r-r•n-r-A n-9-RI LOADING (psf)� SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl 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 0.01 ' Rep Stress Incr YES WB 0.69 Horz(CT) 0.33 9 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 154lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-11-11 oc bracing. WEBS 2x4 SP No.3 I REACTIONS. (lb/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=-1028/1721, 5-13=-300/797, 5-12=-894/601, 6-12=-265/263, 7-12=-294/391, 7-11=-374/691, 8-11=-535/502 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 B=52ft; L=34ft; eave=6ft; 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 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 KAT20 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) Bearing at jolot(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!. I 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- Verity design parameters and READ NOTES ON THIS AND INCLUDED Mn EK REFERANCE PAGE 11,111-7473 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 building component not �' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design; Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always requirgd for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUM11 QualifyCrBefla, DSB-89 and BCSI Buf/dIng Component 6904 Parke East Blvd. safety intonnaffen3vallable 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 T13302395 • M11323 A9 HIP 1 1 Job Reference (optional) T,.1. I...1��,.1.;,.,. I..,. 1n/,.A C K 01 !A•1n•CO On10 Dann 1 Chambers Truss, inc., roil Yleroe, rL U. IUv a uGP cU i , rvii i en II US l— r c , cv T. y ID:_etC1 cxC3ixVV?huls?ypJyuFUK-3FgBdpKbwTG353Mp3JbNGGidcs?ZDm3EgJ?ojeziuKF r1-0-Q 6-7-15 10-0-0 15-2-14 20-4-0 24-0-0 27-4-1 34.0-0 35-0-Q 1-0-0 6-7-15 3-4-1 5-2-14 5-1-2 3-8-0 3-4-1 6-7-15 1-0-0 Scale = 1:58.6 I �1 6 4x4 = 2x3 II 4x8 = 4.00 12 4 3x4 = 6 24 525 26 27 7 �q IG 3x5 =' 3x8 = 3x6 = 6x8 = 3x6 = 3x4 = 3x5 20-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid 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 0.01 ' Rep Stress Incr YES WB 0.89 Horz(CT) 0.02 13 n/a n/a BCDL 10.0; Code FBC2017/TPI2014 Matrix -MS LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP N0.3 REACTIONS. (ib/size) 2=663/0-8-0, 9=346/0-8-0, 13=1616/0-8-0 Max Horz 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) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1275/1025, 3-4=-9131708, 4-5=-829/705, 5-6=-565/807, 6-7=-565/807, 7-8=-104/278, 8-9=-341/235 BOT CHORD 2-15=-836/1187, 13-15=-34/309, 11-13� 256/348, 9-11=-124/304 WEBS 1 3-15= 425/501, 5-15= 444/665, 5-13=-1215/1079, 6-13= 264/300, 7-11=-255/396, 1 8-11=-461/521,7-13=-8371703 34-0-0 10-0-0 PLATES GRIP MT20 244/190 Weight: 156 lb FT = O% Structural wood sheathing directly applied or 5-11-9 oc puffins. 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=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; 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 5-2-5, Exterior(2) 5-2-5 to 10-0-0, Interior(1) 14-9-11 to 19-2-5, Extedor(2) 24-0-0 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) This truss hasl 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 betweer) the 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 Qt=lb) 2=430, 9=249, 13=928. Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE.�r Design valid fo use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not incorporate this design Into the a truss system. Before use, the building designer must vedty the applicability of design parameters and properly overall building design! Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Wek• is always requlr6d for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the storage, delivery, erection and bracing of trusses and truss systems, seeANSUVII Cua18y CtBedd, DSB-89 and SCSI BultdIng Component 6904 Parke East Blvd.fabrication, Safety ln/onnallonavoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA22314. Tampa, FL 33610 Job ! Truss Truss Type City Ply 62' Grand Carlton III with porch T13302396 M 11323 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.13u s 5ep I 2u1 I MI I eK inaustnes, Inc. vvea r-eD z1 14:1J:be zuirs rage 1 I D:_etC1 cxC3ixVV?huls?ypJyuFUK-XSEZg9LDhnOwi Dx?cO6cpTEfaGKGyBpOvzlMFbziuKE 1-0- 8-0-0 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 1-6-03-9-14 8-0-0 -0-0 �1 6 TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. Scale =1:60.6 3x5 — 3x6 11 3x6 = 6x8 = 3x6 = 6x8 = 4x4 = 6x8 = 8-0-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 - BCDL 10.01 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 CSI. TC 0.91 BC 0.57 WB 0.98 Matrix -MS DEFL. in (loc) I/deft Ud Vert(LL) 0.20 24-35 >914 360 Vert(CT) -0.24 29-32 >552 240 Horz(CT) 0.02 22 n/a n/a PLATES GRIP MT20 244/190 Weight: 194 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc puriins. 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 lb or less at joint(s) except 2= 351(LC 8), 27=-1168(LC 8), 26= 1495(LC 8), I 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. (lb) - Max. Comp./Max Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD l 2-3= 621/387, 3-5= 304/838, 5-7=-588/1209, 7-8=-588/1209, 8-12=-588/1209, 12-13=-588/1209, 13-15— 588/1209, 15-16=-588/1209, 16-18— 588/1209, 1 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=-94/271, 19-21=-143/272 BOT CHORD 1 2-29=-247/677, 27-29=-189/540, 26-27=-779/446, 24-26= 411/653, 22-24=-1083/2108 WEBS 3-29= 500/1176, 3-27=-1766/911, 5-27=-748/622, 5-26=-546/351, 13-26=-946/617, 118-26— 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- I 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=14ft; B=52ft L=34ft; 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 ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss hasl 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 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 representation 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 Thomas A. Albani PE No.39380 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 responsibilitylof others. MiTek USA, Inc. FL Cert$634 6904 Parke East Blvd. Tampa FL 33610 11) in the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Date: I February 21,2018 ndard I 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE M11-7473 rev. 101032015 BEFORE USE. Design valid fo�, use only with MITek® 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 designi Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek7 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. seeANSUIPII Cualffy Criteria, DSB-89 and BCSI BaUdbtg Component 6904 Parke East Blvd. Safety fntonnofAonavallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type City Ply 62' Grand Carlton III with porch T13302396 M11323 GRA HIP 1 1 Job Reference (optional) Cnambers Truss, inc., Pon Pierce, FL o. rov b Orp rO — I r ­1 oVw I D:_etCl cxC3ixVV?huls?ypJyuFUK-XSEZg9LDhnOwi Dx?c06cpTEfaGKGyBpOvzlMFbziuKE LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25 Uniform Loads (plf) Vern: 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(1`=-72) Concentratetl Loads (lb) Verf 29=-641(F) 24=-641(F) I ® WARNING - Vefify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIF7473 rev. 10/03/2015 BEFORE USE Design valid for' use only with MITeW 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 appllcablilly 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 MiTek" prevent is always requlr§d 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, seeANSMI1 Cualfty criferla, DSB-89 and BCSI Bulfdfng Component 6904 Parke East Blvd. Safety Infonnaflon3valiable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty I 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 I D:SrRaEyyrg04M78G4raW BLW yuFUJ-TqM KFrNTDOedyW4NkR84uuK1 w4_?Q6XhNGETJTziuKC r1-0-q 8-0-0 13.8.0 17-0-0 20-4-0 26.0-0 34-0-0 $5-0-Q 1-0-0 8-0-0 5-8-0 3-4-0 3-4-0 5-8-0 8-0-0 1-0-0 4x6 5x8 MT18HS = 4x10 = 4.00 12 2x3 11 4x6 = 2x3 11 3 23 4 5 6 7 24 8-0-0 10 ,G 3x6 11 5x6 = 6x12 = 6x12 = 5x6 = 5x8 MT18HS = 3x6 11 8-0.0 Scale = 1:58.6 4x6 = N 0 'n Im 6 LOADING (psf)I SPACING- 2-0-0 CSI. DEFL. in (too) Well 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 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(CT) 0.06 9 rda n/a BCDL 10.01 Code FBC2017fTP12014 Matrix -MS Weight: 153 lb FT = 0% LUMBER- I TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'Except' 4-14,7-13: 2x6 SP No.2 I REACTIONS. (lb/size) 2=1269/0-8-0, 13=4057/0-8-0, 9=474/0-8-0 Max Horz 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) 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 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 3-16— 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- I 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; B=52ft; L=34ft; eave=6ft; Cat. II; 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 ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss haslbeen 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 315 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 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: 1-3= 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 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-7473 rev. 1010312015 BEFORE USE Design valid forluso- only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design: Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always requlr6d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the M!Tek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSOVII AualBy CrCedd DSO-89 and BCSI BuIlderg Component 6904 Parke East Blvd. Safetylntomtalrfonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandrla, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty 1 Ply 62' Grand Carlton III with porch T13302397 M11323 GRB HIP 1 1 Job Reference (optional) onamDers I ruSS, Inc., t-on viercq, t-L 'LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 16=-641(F) 11— 641(F) 6. IJub OUP IDeuII IvlI I URI I iuubuleb, I l iv. vvuu 1--GI 14. vI Gv Io ravr I D:SrRaEyyrg04M78G4raW BLWyuFUJ-TgMKFrNTDOedyW4NkR84uuK1 w4_?Q6XhNGETJTziuKC i ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based oNy upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MOW fabrication, storbge, delivery, erection and bracing of trusses and truss systems, seeANSUIPII GualByCt9eda, DS949 and SCSI BuQd/ng Component 6904 Parke East Blvd. safety lnfolmat7on3vailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Nexandrla, 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 truss, Inc., I I-ort meree, t-I- t5.13u s ,ep i o zui t rvu t etc inuustries, in(;. vveu reu e i iw:zu:u t eu to rage i ID:xl?zSlzTbJCDIIrGPH 1 QukyuFUI-TgMKFrNTDOedyW4NkR84uuKBb47aQKfhNGETJTziuKC -1-0-0 2-0-0 1-0-0 2-0-0 Scale = 1:7.8 3x4 = 2-0- 2-0- LOADING (psf), SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0I 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 0.01 ` Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0; 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 puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=38/Mechanical, 2=141/0-8-0, 4=22/Mechanical Max Harz 2=67(LC 10) Max Uplift 3=-28(LC 10), 2=-136(LC 10), 4= 3(LC 7) �Iax Grav 3=39(LC 15), 2=141(LC 1), 4=31(LC 3) FORCES. (lb) -Max. 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=52ft; L=34ft; eave=6ft; Cat. 11; 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 hasp been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five 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 betwee,' 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. Afbani PE No.39360 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING - Verny desfgn parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/032015 BEFORE USE Design valid forluse only with MITekO 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 verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always requir4d 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, seeANSU1PIi Aua/gyCMerla, DSB-89 and BCSI Build/ng Component 6904 Parke East Blvd. Safety►ntonna/lonovailabie 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 T13302399 M11323 J4 MONO TRUSS 8 1 Job Reference (optional) cnambers I ruse, Inc., i-orr Tierce, rL o• — � JGN .. — , , _.... I D: PDYLfd_5MdK4MSQTz?ZfRxyuFU H-yl wiTBN5_imUZgfal8fJR6sl_UP79nvgbwzOswziuKB 1-0-0 4-0-0 1-0-0 4-0-0 Scale=1:11.1 3x4 = 4-0-0 LOADING (psf)I SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.01 Plate Grip DOL 1.25 TC 0.39 Vert(L-) 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 10.01 Code FBC2017/TPI2014 Matrix -MP Weight: 14lb FT=O% LUMBER- I BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD �x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. fIb/size) 3=90/Mechanical, 2=207/0-8-0, 4=50/Mechanical Max Horz 2=104(LC 10) Max Uplift 3— 80(LC 10), 2=-161(LC 10), 4=-7(LC 10) Max Grav 3=90(LC 1), 2=207(LC 1), 4=69(LC 3) FORCES. (lb) I Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. I NOTES- 1) Wind: ASCE 7-10; 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., 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betweeri 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 Ito uplift at joint 3, 161 lb uplift at joint 2 and 7 lb uplift at joint 4. 1 Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev. 10/0-WOOS BEFORE USE. Design valid for'use only with 101109 connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always recruir�d for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the T C KWIC fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANS&VII Oaal/fy Criteria, DSB-89 and SCSI Building Component Safety Ntonnallorgvailable from Truss Plate Institute, 218 N. Lee Sheet. Suite 312, Alexandria, VA22314. 6904 Parke East Blvd. Tampa, FL 33610 Job ' Truss Truss Type Oty Ply 62' Grand Carlton III with porch T13302400 M11323 J6 MONO TRUSS 6 1 Job Reference (optional) unamoers i runs, mu., I 1 rorL fierce, rL .1.0-0 6-0-0 Scale = 1:14.6 I 3x4 = 6-0-0 - 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.11 4-7 >629 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.12 4-7 >617 240 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.01 Code FBC2017/TPI2014 Matrix -MP Weight: 20 lb FT = 0% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=145/Mechanical, 2=279/0-8-0, 4=71/Mechanical Max 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 7-10; 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; Enc(, 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 hasl been designed for a 10.0 psf bottom chord five 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 131 lb uplift at joint 3, 194 lb uplift at joint 2 and 8 Iti uplift at joint 4. Thomas A. Albani PE No.39380 M7ek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII--7473 rev. 101032015 BEFORE USE Design valid for bse only with MITekO connectors. This design Is based only upon parameters shown, and is for an individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.i Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTele' Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems. seeANSI/ IF Aua1UyCleeda, DSO-69 and SCSI Sulld/ng Component 6904 Parke East Blvd. Safety tn/omraflonavailable from Truss Plate Insillute.218 N. Lee Street, Suite 312, Mexandda. VA22314. Tampa, FL 33610 Job Truss Truss Type city, Ply 62' Grand Carlton III with porch T13302401 M11323 JB MONO TRUSS 20 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.13U s Sep 15 2U17 MI I eK Industries, Inc. 1Ned Feb zi 14:2U:U4 wits rage 1 I D:tP6jtz—j7xSx_c_fXi4uz9yuFUG-uPi SutPM WJOCp_pyPZi nWXybuH5UdhP73ES7woziuK9 -1.0-0 8-0-0 1-0-0 8-0-0 Scale = 1:17.4 3x4 B-0-0 8-0-0 Plate Offsets (X,Y)-- f2:0-3-14 0-1-81 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.26 4-7 >367 360 MT20 244/190 TCDL 7.01 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 FBC2017ITP12014 Matrix -MP Weight: 26lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. �Ib/size) 3=188/Mechanical, 2=352/0,8-0, 4=103/Mechanical Max Harz 2=180(LC 10) Max Uplift 3= 175(LC 10), 2=-228(LC 10), 4=-15(LC 10) Max Grav 3=188(LC 1), 2=352(LC 1), 4=145(LC 3) FORCES. (lb) -I Max. 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=52ft; L=34ft; eave=6ft; Cat. 11; 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 3-1-13, Extedor(2) 3-1-13 to 7-11-8 zonJ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss hasibeen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss his 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 girderi(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 lb 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: February 21,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev, 10103J2015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based orgy upon parameters shown, and is for an Individual building component, not a truss system. Before use. the building designer must verify The applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 6ViiTek Is always requlred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storbge, delivery, erection and bracing of trusses and truss systems, seeANSW11' Qua/ByCdteda, DSB-89 and BCSI Bu®dreg Component 6904 Parke East Blvd. Safety(nhannationovallable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type City Ply 62' Grand Carlton III with porch T13302402 M11323 KJB MONO TRUSS 4 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:20:05 2018 Page 1 I D:Lcg54J?LuEancmZr4Qb7WMyuFUF-Mcbr5CQ_Hd83Q809zHD02kUrohRsM1 VGHuCgSEziuKB 1-5-0 7-3-4 11-3-0 1-5{0 7-3-4 3-11-12 I Scale=1:20.3 3x4 = 7-3-4 11-3-0 7-3-4 3-11-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vea(LL) 0.07 7-10 >999 360 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 FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP N0.3 REACTIONS. (lb/size) 4=201/Mechanical, 2=466/0-11-5, 6=576/Mechanical Max Horz 2=244(LC 8) Max Uplift 4=-205(LC 8), 2=-305(LC 8), 6= 286(LC 8) Max Grav 4=245(LC 13), 2=466(LC 1), 6=590(LC 13) FORCES. (lb) I Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3-1151/523 BOT CHORD 2-7=-687/1126, 6-7— 687/1126 WEBS 3-7=0/330, 3-6-1236l755 5 3x4 = PLATES GRIP MT20 244/190 Weight: 44 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 8-9-6 oc bracing. NOTES 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss haslbeen 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 girderi(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 286 lb uplift at joint 6. 6) in the LOAD OASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) ,Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) 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.39360 Wok USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL $3610 Date: Fahruary 91 901 R ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE Design valid forluse only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design.Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always regulr�d 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, sooANSI/IP11 AualllyCiftda, DSB-89 and BCSiBugdfgg Component 6904 Parke East Blvd. Safety /nformallonovallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 314 Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths, Apply plates to both sides of truss and fully embed teeth. 0-%Ie For 4 x 2 orientation, locate plates 0-110 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. 'Plate location details available in MrTek20120 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 for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal - P-Iate-Connee-ted--Wood Truss Constructior DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses, Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 0 c O U a- O 8 7 6 5 JO►NTSARE GENERALLYNUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR- 1311, ESR- 1352, ESR 1988 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 gi MiTek`� MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 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 stock 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 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber, 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11, Plate type, size, 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 ff. 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 _ and pictures)_before use. Reviewing pictures aloneIs not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.