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Braden & Braden, AIA, PA I� #AAC000032 417 Coconut Ave. Stuart, FL 34996 • (772) 287-8258 St. Lucie Countg Building Dept. Wgnne Development Date: Address: a2— Q-2) ON2 s:S Permit #: To whom it mag concern. This detail applies to the insulation it the ends of the vaulted ceilings. If you have ang questions please feel free to call me at ii2-28-1-8258 R-19 Since el R. Braden AIA Braden t Braden AIA PA Trusses at 24" o.c. !e shop drawings bg others ceding transition ded using metal studs erifg exact configuration es - ®az 00 ® UJ U3 > W0 rz 0 U(j) R-30 Batts 19 baits Drywall ceding see typical section Gelling transition Insulation Detail nts I Squ 7I'v'-LEl0 'DNI100=1 -Ib`I�)d •o•o ,Si, Ze sJeq asJansueJl Stt put?••jwoD sjeq Stt (Z) 4;Im 6u13ood ajajouo0 p„B1 x m,;,ll III - III=III I pld pa;eail a;lwiaz pazoedwoo ueap / nano uaanbsln llw 9 uo Wll M OI/Oltt „7x„9 NO 4sawjagld 41lm qels alai-nuon „, s6uluado ;e 6uueds god sajou ueld uol;epunod gas paIou aslmia4;o sealIun 8}, paanxa IOU 11e4s 6uloeds •xeW _ •(leoldfi'j) •1Jan Jeq Stt (1) pun alaiouon 4;Im Ilan Illd 0 r 0_ 0 �q/ r n n qV0 Z>® 40 •< M �!F-will llmmlm aseg pools Ilan pallid 4nea w — deljano „OE /m •lean jeq Stt apeir) VC4 b'IV uapeJ9 8 viv uapeia .N '8SZ8-Lg'C-ZLL aw lien of aaj4 laad aseald suorysan flue ane4 nofi dl •suel a4l uo umo4s sl 1e4m do naq ul WarOA sl4l god 6w;ood 1e3103 a4l sl S141 ajou aseald •ujaouoo bow al w04m o f tt lIW?JHd 1N3Wd0-l3h3a 3NN,,M ae0000-Z)wa EBZB-L9Z 24U x'dd 9SZB-LBZ 2LU :3NOHd31 9BBbE VOIHOId'L Vf1LB'BnNBAV _LnN0300 LW SvouUV16 y qDaj!yjl16 'V 'd '•V 'I 'V 'N3OVH9 '3 N3DVkde L BRADEN & BRADEN, A. I. A., P. A. _frchited5 & 'P lannem 417 COCONUT AVENUE, STUART,, FLOR10A 34996 TELEPHONE: [772) 297-925B FAX O72) 287-92B3 #AAC-000032 WYNNE DEVELOPMENT PERMIT U: ADDRESS: To whom it may concern, Please note this is the tgpical footing for this project in lieu of what is shown on the plans. If you have any questions please feel free to call me 112-281-8258. #5 bar cont. in rdent Braden AIA BBraden AIAPA Grade Curb height Verify based on foundation plan —\c UJ ®Bz J LdJ (L V C) LUUC.)ca W LU ccU� #5 bar vert. w/ 30" overlap at each filled cell 3-12-20 Fill cell with concrete and (1) 45 bar vert. (typical). Max. spacing shall not exceed Wood 48" unless otherwise noted Base see foundation plan notes for spacing at openings 4" concrete slab with fibermesh OR 6"x6" #10/10 WWM on 6 mil Visqueen over I clean compacted termite treated fill 2 ,11� II_111l-\ I9"w x 18"d Concrete footing with (2) #5 bars cont. and 45 transverse bars at 48" o.c. TYFCIAL GARAGE. FOOTIN DETAIL nts 11 -14(! RE: M11323 MiTek USA, Inc. MI 1323 6904 Parke East Blvd. Tampa, FL 33610.4115 Site Information: Customer: WYNNNE DEVELOPEMENT CORP Project Name: M11323 Lot/Block: Model: Mf1323 Address: N/A Subdivision: 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 Roof Load: 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T16686477 a 4/3/2019 2 T16686478 a5 4/3/2019 3 T16686479 a6 4/3/2019 4 T16686480 a7 4/3/2019 5 T16686481 a8 4/3/2019 6 T1668648 7 T16686483 a9 gra 4/3/2019 4/3/2019 FILE COPY 8 T16686484 grb 4/3/2019 9 T16686485 j2 4/3/2019 10 T16686486 j4 4/3/2019 11 T16686487 12 T16686488 j6 j8 4/3/2019 4/3/2019 REVIEWED FOR 13 T16686489 kj8 4/3/2019 COMPLIANCE CODE ST. LUCIE COUNTY BOCC The truss drawing(s) referenced above have been prepared by MiTek USA, Inc under my direct supervision based on the parameters provided by Chambers Truss. ♦♦♦� ISR P. Truss Design Engineers Name: Finn, Walter ♦ �lc.y\GENSti��i�i My license renewal date for the state of Florida is February 28, 2021. Florida COA: 6634 No 22839 6 ••1 IMPORTANT NOTE: The seal on these truss component designs is a certification *; that the engineer named is licensed in the jurisdiction(s) identified and that the designs based ' -0 t designs comply with ANSI/TPI 1. These are upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were �O: STATE OF :�4/` 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 ����•�. 4 0 R 1 D N these designs. MiTek has not independently verified the applicability of the design ���SS,ON parametersbuilding Before use,the buildingdeger np particular ara meter or the esignof designs design properly �' applicability 9 P P P y incorporate into the overall building design per ANSIlrPI 1, Chapter 2. Walter P. Rnn PE No.22839 MITek USA; Inc. R. Cert 6634 69D4 Parke East Blvd. Tampa R. 33610 April 03, 2019 nr.- 1 of 1 Finn, Walter Jab Truss Thus Type Ply M11323 A COMMON r �Cfty 9 �hlT16686477 1 Job Reference (optional) Gnami Iwas, Inc., -on tierce, FL 4.00 12 4x5 = 6 27 Scale = 1:57.8 1 n la 17 '" 15 "" -' 14 12 3x6 = 2x3 II 4x6 = 3x8 = 3x8 = 4x6 — 2x3 II 3.6 = LOADING (psi) TCLL 20.0 TCDL 7.0 BOLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/rP12014 CSI. TC 0.39 BC 0.58 WB 0.65 Matrii DEFL. in (too) Udefl Ud Vert(LL) 0.32 14-15 >999 360 Vert(CT) -0.61 14-15 >670 240 Ho¢(CT) 0.12 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 16316 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP 130 TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-11-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1362/0-8-0, 10=1362/0-8-0 Max 12=-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 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 2-17=-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- 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=611; 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 13-7-3, Extedor(2) 13-7-3 to 20-4-13, Interior(1) 20-4-13 to 31-7-3, Extedor(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) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) • This truss has been designed for a live load of 20.0ps1 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 = IO.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) 2=832, 10=832. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 Ib down and 47 lb up at 15-0-0, and 501b down and 471b 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 (Ib) Vert: 26=-50(F) 27=-50(F) Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cart 6634 8884 Parke East Blvd. Tampa FL 33611 Data: April 3,2019 Q WARNING - VelKy design p0lemefera and READ NOTES ON TN/SAND INCLUDED MBEK NEFEBANCE PAGE A1&7= rev. I011342015 BEFORE UBE • Design valid for use only with MmeMconnectors. fits design is based only upon parameters shown, and is for on Individual building component not a truss system. Before use, the building deli must verify the oppleclelllty, of design parameters and properly Incorporate this design Into the overall building design.Bracing indicated is to buckling of Individual two web and/or chord members only. Additional temporary and permanent broclig MiTek' prevent 6 always reaulred for stabllity and to prevent collapse wiln possible personal Injury and property, damage. For general guWonce regoding the storage, delivery, erection and brocing of trusses and truss systems, WeMSUVil CualM Cristo, OS349 and SCSI Building Component 69W Parke East Blvd.fabrication, Safety Nformalbmvallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Job Truss Thus Type Oty Ply MI 1323 T16686478 M11323 AS SPECIAL 9 1 Job Reference o tional Chambers Truss, Inc., Fort Fierce, FL o.zve"ec omio mu nn nmmme>, mc. W.aA, In•or.Icy Y.ghnrhWARoukwuFLJM-CalvVlaSmWsr5N81APbvNYM7kNdYlraBdPaM7 5x8 MT18HS II 4.00 rl2 Scale=1:59.8 13 1L 5x12 = 2.3 11 3xe = 3x12 = 2.00 12 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Well L/d 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)-1.1813-14 >344 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES W B 0.60 Horz(CT) 0.36 10 n/a r/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 155 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-7-8 cc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or3-9-12 cc bracing. WEBS 2x4 SP Nc.3 *Except* WEBS 1 Row at midpt 6-14 6-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=131210-8-0, 10=131P/0-8-0 Max Horz 2= 179(LC 8) Max Uplift 2=-803(LC 10), 10=-803(LC 10) FORCES. (Ib) -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 2-14=-3466/5266, 13-14=-1305/2115, 12-13=-1948/2995, 10-12=1948/2995 WEBS 3-14=355/314, 5-14=-293/354, 6-14=-2175/3326, 6-13=-279/534, 7-13=-237/277, 9-13=-786/560, 9-12=0/269 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vu11=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6fb 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 13-7-3, Exterior(2) 13-7-3 to 20-6-4, Interior(1) 20-64 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) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 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 Ut=lb) 2=803, 1 D=803. Walter P. Finn PE No22619 MiTek USA, Inc. FL Cott 669 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Jgb Truss Truss Type Oty Ply T76686479 M11323 A6 SPECIAL 1 �1411323 1 Job Reference o tidnal Chambers Truss, Inc., Fort Pierce, FL 8.240a Lac 62018 MI I ex industries, Inc. Wed Apr 3iI :14:112U1e 6 d 6x10 Mi18HS= 4.00 12 5x6 = 5x6 = 2x3 II 3x6 3x12 = 200 12 Scale=1:61.9 0 ]6 d 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 YES Code FBC2017/TP12014 CSI. TC 0.81 BC 0.93 WB 0.86 Matrix -MS DEFL. in (loc) III Ud Verl(LL) 0.69 14 >590 360 Vert(CT)-0.9214-17 >443 240 Horz(CT) 0.34 9 n/a n/a PLATES MT20 MT18HS Weight: 1571la GRIP 244/190 244/190 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except' TOP CHORD Structural wood sheathing directly applied or2-2-0 oc purims. 3-5,6-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOTCHORD 2x4 SP M30 WEBS 2x4 SP No.3 *Except* 5-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=131210-8-0, 9=1312/0-8-0 Max Horz 2=-169(LC 8) Max Uplift 2= 803(LC 10), 9=-803(LC'10) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-5491/3336, 4-5=-5095/3071, 58=-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=4.2pst BCDL=3.Opsf; h=141b B=52h; L=34ft; gave=6111; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interfor(1) 24-13 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 pat bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 38-0 tall by 2-M wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of beading 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, 9=803. Walter P. Finn PE No22819 11rek USA, Inc. FL Cert 6634 6864 Parke East Blvd. Tampa FL 33619 Data: April 3,2019 Q WARNING-Verfrydssfgap mmsfem and READ NOTES ON MIS AND INCLUDED MREKREFERANCE PAGE MIF74xsrev. 10,10SA 15 BEFORE USE Design vclld for use only wlfh MmekG connectors. This design is based only upon parameters shown, and is for on 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 bulltling tlesign. Bracing Indicated x to prevent buckling of IndNklual trussweb and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal injury and property, damage. For generol guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIUTPll CualMv CM�M, O6B-09 and BCSI Building Compon�nl 6904 Parke East Blvd. Safety Informalbmvallable from Truss Rate Institute. 216 N. We Sheet. Suite 312, Alexontlrlo. VA 22 14. Tampa, FL 33510 Jgb Truss Truss Type Oly Ply • T76686480 M11323 A7 SPECIAL 1 1 �M11323 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240s Dec 52U18 Mllex industries, Inc. wea Apr J1u:14:iezu1u t 5x8 = 3x12 = 2.00 12 5x6 = ro 9 5x12 = 2x3 11 10.6.4 14-0-0 20-4-8 25.11-15 34-0.0 10.6.4 35-12 8-4-8 5-7-7 8- .1 343 = Scale=1:60.8 1N d Plate Offsets (X Y)-- f2.0-1-15 Edgel (4:0-0-00-2-31 P:0-0-2 Edgel LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.66 11 >616 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.10 10-11 >369 240 MT18HS 244/190 SCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.34 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 147 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 20 SP No.3 *Except* 4-11: 2x4 SP M 30 REACTIONS. (Ib/size) 2=1312/0-8-0,7=1312/0-8-0 Max Hoa 2=-149(LC 8) Max Uplift 2=-803(LC 10), 7=-803(LC 10) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 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=-1466/2647, 4-10=-812/448, 5-10=-205/487, 6-10= 785/575, 6-9=0/272 Structural wood sheathing directly applied or 2-2-0 oc pudins. Rigid ceiling directly applied or4-0-2 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=34f1; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0to 2.4-13, Intedor(1) 2-4-13 to 31-7-3, Extedar(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 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) Bearing at joints) 2 considers parallel to grain value using ANSVTPI 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 Ito uplift at joints) except Qt=lb) 2=803, 7=803. Walter P. Finn PE No.22839 IdTek USA, Inc. FL Cad 6634 8904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 QWARNING-Vedlyds1,rs Perameferaend READ NOTES ON TMSANUINCLUUEUMmEKREFERANCEPAGEM674MJ I 101935BEFORE USE. Design valid for use only Win MgekS connectors. This design Is based only upon parameters shown, and Is for on Inct, dual bulding component, not ��- a truss system. Before use, the building designer must verify the appllcobllity of design parameters and properly Incorporate this design Into the overall bustling desIgn.&ccng Indicated 4 to prevent buckling of lndivkaual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for verbally and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection antl bracing of trusses antl truss systems seeANSNrPl1 Qua' ry CMedo, DSB-69 and BCSI Building Component 8904 Parke Eest Blvd. Safety Nfomsatbrnvallable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria VA 22314. Tampa, FL aaet0 Job Truss Truss Type City Ply M71323 T16686481 M11323 AS SPECIAL 1 1 Job Reference (optional) Lnarri i russ, mo., run niece, rL OX4U s Uec a zma MI I en Inousmes, Inc. wed Hpr d TOn qae cure Scale =1:60.6 4.0D 12 5X6 = 3x4 = 4 21 5 2x3 II sxe 6 22 7 ara /i 12 11 5x12 = 3x4 = 4x5 = 3x12 = 2.00 rl2 70-6-4 20-4-B 22-0-0 34.0.0 ,aae Plate Offsets (X,Y)— f2:0-1-15 Edgel 17:0-5-8 0-2-81 LOADING (pst) SPACING- 2-0-0 CSI. DEFL In (loc) Udell L/d 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 VBr(CT) -1.0812-13 >379 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES W B 0.69 Horz(CT) 0.33 9 Na Na BCDL 1b.0 Code FBC2017/TPI2014 Matrix -MS Weight: 164 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pur ins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or3-11-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 9=131210-8-0 Matt Hom 2=-129(LC 8) Max Uplift 2=-803(LC 10). 9— 803(LC 10) FORCES. (lb) - Max CompJMax. Ten. -All fumes 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; Irl 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(l) 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 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) Beating at joint(s) 2 considers parallel to grain value using ANSVTPI 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 joints) except 611=1b) 2=803, 9=803. Walter P. Finn PE No12939 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 Q WARNING -Ved/y desl9n partial and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGEMIF74T4 rev. 10,113aU1S BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown. and Is for an IndNldual building component, not a truss system. Before use, the bu ding tleslgner must verity Me applicability of design parameters and properly Incorporate mis design Into the overall bulidbg design. Bracbg indicated 9 to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent brocing R always required for stablmy antl to prevent collapse with possible personal Injury and property damage, For general guidance regarding me fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPl1 QuolMMyy Clients, DSBd9 and III au9dhp Component Safety Informational from Truss Rote hall218 N. Lee Street, Suite 312. Alexandria VA 22314. MiTek' 6904 Parke East eivd. Tampa, 1 33610 Job Truss Truss Type Oty Ply M11323 T16686482 M11323 A9 HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 a Dee 6 2018 MiTek Inc. Wed Apr 3 10:14:14 2019 4.00 fl2 44 = 3z4 = 2.3 11 4XS = 4 24 525 26 6 27 7 Scale=1:58.6 l05 3x5 = 3.8 = 3x6 = Bze = 3xB = 3x4 = 3x5 Plate OHsets_(XY)-- (2:0-0-14,Edge1 (7:0-5-40-2-0119:0-3-140-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Ved(LL) -0.1811-21 >917 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.3811-21 >432 240 BCLL 0.0 ' Rep Stress [nor YES W B 0.89 Horz(CT) 0.02 13 1 1 BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 156 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/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 Gmv 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=-913/708, 4-5=-829/705, 5-6=-565/807, 6-7=565/807, 7-8=-104/278, 8-91 BOT CHORD 2-15=-836/1187, 13-15=-34/309, 11-13=-256/348, 9-11=-124/304 WEBS 3-15=-425/501, 5-15=-444/665, 5-13>1215/1079, 6-13=-264/300,7-11=-255/396, 8-11=-461/521, 7-13=-837003 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 2-0-13, Interior(1) 2-4-13 to 5-2-5, Exterior(2) 5-2-5 to 14-9-11, Interior(1) 14-9-11 to 19-2-5, Extedor(2) 19-2-5 to 28-9-11. Interior(1) 28.9-11 to 31-7-3, Exterior(2) 31-7-3 to 35-0-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOI^1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pal bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of wthstanding 100 It, uplift at joint(s) except (jt=11b) 2=430, 9=249, 13=928. Walter P. Finn PE No22839 MiTek USA, Inc. FL Cart 6634 8904 Padre East Blvd. Tampa FL 33610 Data: April 3,2019 Q WARNING-V.nf delgnparemefe..d READNOMS ON MISAND INCLUDED MITEKREFERANCEPAGEMU]4TJrev. 1,1032015BEFOREUSE Design volld for use only with MgeM connectors. mis design Is based only upon parameters shown, and Is for an IndNldual bulking component, not a truss system. Before use, the building designer designust verify the applicability of den parameters and Papery Incorporate this design Into fire overall building design. Bracing Indicated! Is to prevent buckMg of Individual truss web and/or chord members only. AddiSonal temporaryand permonent bracing MiTek' Is always required far stablliiy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatlon, storage, delivery, erection and bracing of trusses and huss systems, saaANSVIPII GualMy Criteria. DSB419 and BCSI Buldln0 Component 6904 Parke East Blvd. Safety Infoenationavallable from Truss Plate Institute. 218 N. We Street. Suite 312, Alexandria. VA 22314, Tampa, FL 33610 Jpb Truss Truss Type Oty Ply T76686483 M11323 GRA HIP 1 1 �M11323 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 a Dec 62018 MiTek Industries, Inc. Wed Apr 310:14:15 2019 Page 1 ID._etClcxC3ixVV?huls?ypJyuFUK-ZX6DYTeGbP99ysG5q)?mIRFCnIAvDSAZlv7LIKzUSgs 1-0.0 8-0-0 11-14 17-0-0 18-fi-0 22-2-2 26.0.0 34-0-0 35-0-q %-0-0 8-0-0 344 5-10-15 { 1.6.0 3.8.2 3.9-14 B o-0 1-0-0 Scale = 1:60.6 4x4 = 11 14 N 3tO Ir; d 3x5 = ax6 II 3x6 = 6x8 = 3.6 = 6x8 = 4x4 = 6xB = 8.0'018-fi-0 26-0.0 34.0.0 8-0-0 I 344 ]445 I 7-6-0 I 0 Plate Offsets(X,Y)-- f2:0-2-2,Edgel,[3:0-3-8,Edge] 121:0-3-8Edge] f24:0-3-80-3-0] [27:0-3-80-3.0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.91 Vert(LL) 0.20 24-35 >914 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.24 29-32 >552 240 BCLL 0.0 ' Rep Stress Incr NO WE 0.98 Horz(CT) 0.02 22 n1a Na BCDL 10.0 Code FBC20177rP12014 Matir Weight: 194 In FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc pudins. BOT CHORD 2x4 SP M 30 Except: WEBS 2x4 SP No.3 1Row at Ill 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 beadngs 0-8-0. (lb) - Max Hom 2=-179(LC 6) Max Uplift All uplift 100 lb or less atjoint(s) except 2=-351(LC 8), 27=-1168(LC 8), 26=-1495(LC 8). 22=-625(LC 8) Max Grav All reactions 250 In or less atjoint(s) except 2=487(LC 17), 27=2232(LC 13), 26=2929(LC 14), 22=9S4(LC 14) FORCES. (lb) - Max. CompJMax. Ten. -AII 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, 8-12=-588/1209, 12-13=-588/1209,13-15=-588/1209,15-16=-588/1209,16-18=-588/1209, 18-20=-2230/1280, 20-21=-2230/1280, 21-22=-2271/1263, 6-9=-126/305, 9-11=-106/363, 11-14=-193/412,14-17=-94/271, 19-21= 143/272 BOT CHORD 2-291 27-29=189/540, 26-27=-779/446, 24-26=-411/653, 22-24=-IOBW2108 WEBS 3-29=-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= 254/64 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.Opst h=14ft; B=52ff; L=34ff; eave=6tt; 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 are2x3 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 35-0 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 Ib uplift at joint 2, 1168 lb uplift at joint 27, 1495111 uplift at joint 26 and 625 lb uplift at joint 22. 8) Girder carries hip end with 8-0-0 end setback. 9) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Walter P. Finn PE No.22839 10) Hanger(s) or other connection device(s) shall be provided sufficient to support Concentrated loads) 967 lb down and 461 An up at h1i USA, Inc. FL Cart 8834 26-0-0, and 967111 down and 461111 up at B-0-0 on bottom chord. The designtselection of such connection device(s) is the 6904 Perks East Blvd. Tampa FL 33610 responsibility of others. Date: 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). April 3,2019 Q WARNING- Vert/ydes/gnpammefersenJREADNOTE50N TN/SANDINCLUDED MREKREFERANCEPAGEMX74Tlm, 101112015 BEFORE USE Design valid for use only wlih Mneks], connectors. This design Is based only upon parameters shown, and Is for an IndNltlual building component, not a Dust system. Before use, the building designer must verify the applicability of design parameters and properly incorporate thus design Into the overall building tleslgn. Bracing Indicated 6 to prevent buciding of lndMduol Muss web and/or chord members only. Additional temporary antl permanent bracing MiTek' Is always requlredfor stability and to prevent collapse with possble personal Injury and property damage. For general guidance regarding the fabricotion, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Gui Cetera. DSB419 and SCSI Building Component 6904 Palle East Blvd. Safety Informatanovallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Nexondrla. VA 22te14. Tampa, FL 33610 JDb Truss Truss Type I Ply T76886483 M11323 GRA HIP 1 1 �1011323 Job Reference o tional Chambers Truss, Inc., Fart Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 310:14:15 2019 Page 2 ID:_etCl cxC3ixVV?huts?ypJyuFUK-Z%6oYTeGbP99ysG5gj?mfRFCNAvDSAZlv7L1KzUSgs LOAD CASE(S) Standard 1) Dead +Roof Live (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=-126(F=-72), 11-21= 126(F=-72) Concentrated Loads (lb) Vert: 29=-641(F) 24=-641(F) ,&WARNING- VerrtydeergnperametemmodBEADNOTES ON MXMD INCLUDED MREKREFEFANCE PAGE M6MMrex. 101112015BEFORE USE Design valid for use only with Mrek® connectors. IDIs design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the bullding designer must verity the applicability of design parameters and properly Incorporate this design Into Me overall budding design. Bracing Indicated Is to prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' h always required for Mobility and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatlon storage, delivery, erection and bracing of busses and buss systems, seeAN8VWII Cuollly Cdi D5049 and SCSI Building Component 6904 Parke East Blvd. Safety Infoanationovaiiabie from Truss Plate Institute, 218 N. Lee street. Suite 312 Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Illy Ply M11323 • T76686484 M11323 GRB HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 310:14:17 2019 Page 1 ID:SrFlaEyyrg04M78G4raWBLWyuFUJ-VwDYz9gX71 PtBAPUy81 EksLa8YgehNmIDCRGDzUSgq 1-0.0 8-0-0 13-8-0 17-0.0 204-0 2&0-0 34-0-0 35-o-0 4-0-0 8-0-0 5-e-0 3-4-0 3.4.0 1 5.8.0 1 8.0-0 1-0-0 4.00 12 4xB = 502 MT18HS = axe II 4x10 = 2.3 II 4x6 = 20 II 0 11 5x6 = Gx12 = 5x12 MT18HS = 6.12 = Sx6 = 3x6 II I 20-0 .1 300 6.B4 88.-00 7530 880 400 Seale=1:58.6 4x6 = Plate Offsets (X Y)-- 13:0-9-0 0-2-81 (5:0-3-0 Edgel (8:0-9-0 0-2-81 LOADING (pst) SPACING- 2-M CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.22 16-19 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.3016-19 >820 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress [nor NO WB 0.90 Horz(CT) 0.06 9 n/a file BCDL 10.0 Code FBC2017tTP12014 Matrix -MS Weight: 1531b FT=0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 4-14,7-13: 24 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-14 oc puffins. BOT CHORD Rigid ceiling directly applied or 5-3-14 oc bracing. WEBS 1Row at midpt 3-14.8-13,6-13 REACTIONS. (III/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 Grev 2=1451(LC 13), 13=4743(LC 15), 9=528(LC 14) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3625/1950, 34= 2080/1236, 4-fi=-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= 262fy33, 9-11=-241/668 WEBS 3-16=435/1209, 3-14=-15527774,4-14=-837/691,7-13=-8781713,8-13=-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: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; 9=52tt; L=34ft; eave=6ff; Cat. II; Exie C; Encl., GCpi=0.18; MWFRS (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 nonconcument with any other live loads. 6) - This truss has been designed for a live load of 20.0pst 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 Ito uplift at joint 2, 2590 lb uplift at joint 13 and 345 Ib uplift at joint 9. 8) Girder carries hip end with B-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 967111 down and 461 lb up at 26-0-0, and 967 lb down and 461 Ito up at "-O on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CABE(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: 1-3=-54, 3-8=-131(F=-77), 8-10=-54, 16-17= 20, 11-16=49(F= 29), 11-20=-20 Walter P. Finn PE No.22039 LITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 O WARNING- Verity design parameters and READ NOTES ON THISAND INCLUDED MREK REFERANCE PAGE MIF747a rev. laybdIGO50EFORE USE. Design valid for use only with Mneld) connectors. This design Is based only upon parameters shown, and Is for an Individual bullding component, not a hum system. Before use, the building designer must verify the oppiicabllity of design parameters and properly Incorporate this design Into Me overall building design. Bracing indicated is to prevent budding of individual truss were 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, seeANSVTPII CualB8yy Criteria, DS1419 and BC51 Building Component 6904 Parke East Blvd. Safety Informationa ibble from Truss Flute Insthute, 218 N. Lee Street Suite 312 Alexontlrla. VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply M71323 • T16686484 M11323 GRB HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:17 2019 Page 2 ID:SrRaEyyrg04M78G4raWBLWyuFUJ-VWDYzggX71 PIBAPUy81 EksLaBYgehNuslDcR6DzUSgq LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 16=-641(F) 11=-641(F) Q WARNING -Vradydeeignp4mmefeh;.d REAONOTES ON TMSANOINCLUDED 1111EKREFERANCEPAGEMIL7413rev. 1a%3A?016BEF0RE USE. Design valid for use only with MRek@ connectors. This design Is based only upon parameters shown, and Is for on Individual bulaing component, not �� a truss system. Before use, me building designer must verity the applicability of design Parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated Is to prevent bucklog of Individual thus web and/or chord members only. Additional temporary and permanent bracing a always required for stablllfy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek' fcbrlcalon storage, delivery, erection and bracing of trusses and truss systems, SeeARSUIPIt QUO' NNyy Cdlbdo, DSB49 and BCSI Building Component Sal Nformalbrpvalloble from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314. 6904 Parke East BNd. Tampa, FL 33610 yob Truss Truss Type OtY Ply M11323 ' T76686485 M11323 J2 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 = LOADING (pat) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TO 0.18 TCDL 7.0 Lumber DOL 1.25 BC 0.07 BCLL 0.0 Rep Stress liter YES WB 0.00 BCOL 10.0 Code FBC2017ITP12014 Maldx-MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=3B/Mechaninl, 2=141/0-8-0, 4=22/Mechanical Max Horz 2=67(LC 10) Max Uplift 3=-28(LC 10), 2=-136(110), 4=-3(LC 7) Max Gmv 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. 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:17 2D79 Page 1 I0:x17zSlzTbJCDIIrGPHI OukyuFUI-VwDYz9gx71 PtBAPUy81 EksLkpYzDhbOslDcR6DzUSgq Scale =1:7.8 DEFL. in (loc)/dell Ud PLATES GRIP Vert(LL) -0.00 7 >999 360 MT20 244/190 Vert(CT) -0.00 7 >999 240 HDrz(CT) -0.00 3 n/a n/a Weight: 8111 FT=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsh h=14f : B=52ft; L=34ft; eave=6f : Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and fames 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 Bad 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 281b uplift at joint 3, 1361b uplift at joint 2 and 3111 uplift at joint 4. Walter P. Finn PE No.22939 M11Tek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33910 Data: April 3,2019 ©WARNING-VerlfydeslSnpsmmeterssnd READ NOTES ON THISANDINCLUUED MIrEKREFERANCEPAGEMIF747Jrev. 104M3Q015 BEFORE USE Design valid for use only with MgOk® 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 Me applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of IndMdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always reci for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage: delivery, erection antl bracing of trusses and huss systems, seeAN91pPI1 GualMy Cdi DSI and BCSI Building Component 6904 Parke East Blvd. Safety Iaformatblpvollabie from Tnlss Plate Institute. 218 N. Lee Street Suite 312. Alexandria. VA 22 14. Tampa, FL 33610 b Truss Truss Type Oty Ply M11323T16686486 1323 rM1 J4 MONO TRUSS 8 1 Job Reference (optional) Chambers True, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTak Industries, Inc. Wed Apr 3 10:14:18 2019 Page 1 ID:PDYLfd_5MdK4MSOTz7ZtRxyuFUH-z6nwAUg9uKxkpK_gVrYTH3trCyFm02G0 tL7efzLISgp -1-0-0 4.0.0 Scale=1:11.1 30 = 4-0-0 LOADING (pi SPACING- 2-" CS1. DEFL. in (too) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.39 Ven(LL) 0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Verl -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Inor YES W B 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 14 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or4-0-0 oc puriins. BOT CHORD 21 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/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(LO 1), 4=69(LC 3) FORCES. (lb) - Matt Comp./Max. Ten. -All forces 250 (Ib) 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; Encl., GCpl=0.18; MW FRS (directional) and C-C Extedor(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 pat bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 201 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" 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 71b uplift at joint 4. Walter P. Finn PE No.221139 MiTek USA, Inc. FL Cott 6634 B904 Parke Ent Blvd. Tampa FL 33810 Data: April 3,2019 OWARNWG- V sWillesianper4mefers4ndREADNOTES ON TN/SAND INCLUDED Mnig(REFEBANCEPAGEMIL24mrev. fMaYletSsEFORE USE. Design valid for use only with Mli connectors. This design Is based only upon parameters shown. and Is for an IndNldual 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 di Bracing indicated is to prevent bucking of Individual trials web and/or Chad members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with passible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of busses and truss systems. seeAld91/I9B QuamBtyClassic, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Inm formafbvaroble from Truss; Plate Institute, 218 N. Lee sheet Suite 312, Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply M71323 T76686487 M11323 J6 MONO TRUSS 8 1 Jab Reference (optional) cnamDem I rul Inc., hOn Pl6ra6, FL 3x4 = a.24US000 tizuiu MIIeKInaustrles,mc. Wee Apr 31U:14:1ezuiv ragel Sx_c_O i4uz9yuFUG-SJLJOghnfefa0UZ13Z3!gHO1 RMTj9V W 9C%5YA5zUSgo Scale = 1:14.6 LOADING (psf) SPACING- 2-0-0 1 DEFL. in (loc) /deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.11 4-7 >629 360 MT20 2441190 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 WB 0.00 Horz(CT) -0.00 3 rda rda BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 201b FT=0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 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=-8(LC 10) Max Gray 3=145(LC 1), 2=279(LC 1), 4=102(LC 3) FORCES. (III) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 Do puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 0o 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. 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 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 2-041 wide will tit 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 Ib uplift at joint 3, 194 lb uplift at joint 2 and 8 lb uplift at joint 4. Walter P. Finn PE NoMS39 I Tek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 O WARNING- VeUfy Ces/9n paremeleraend READ NOTES ON MIS AND INCLUDED MREK REFERANCE PA GE MB-7473 rex. 12032015 BEFORE USE. Design volld for use only with MlI connectors. This design is based only upon parameters shown, and is for an Individual bulltling component, not a hum system. Before use. Me bulltling designer must verify Me app looblllty of design parameters and properly Incorporate this design Into Me overall bulltling design.&ochg Indicated is to prevent budding of lndNklual truss web and/or chord members only. Additional temporary and permanent bracing MOW b always recurred for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding Me fabridatlon, storage, delivery, orectlon and bracing of trusses antl truss systems, seeANSVTPll QualMByy CdtNO, DSB49 and SCSI Buadtep Component 69N Parke East Blvd. Safety Informclbrgvcilcble from Truss Plate Institute. 218 N. Lee Street, Suite 3 1 Z A m onddo. VA 22314. Tampa, FL 33610 ob Truss Truss Type City Ply M71323 • T16686488 11323 rM J8 MONO TRUSS 201 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x5 = 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 310:14:19 2019 Page 1 IDiP61tzj7x5x_c fXi4uz9yuFUG-SJWOghnfefa0UZt3Z3igHOzMMbu9VW9CX5YA5zUSgo Scale = 1:17.4 8-D-0 LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Ven(LL) 0.26 4-7 >367 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.30 4-7 >319 240 BCLL 0.0 ' Rep Stress [nor YES WE 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 26 lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied at 6-0-0 oc pudins. 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 Horz 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. (Ib) -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=3.0psf; 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 3-1-13, Exterior(2) 3-1-13 to 7-11-8 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 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 175 lb uplift at joint 3, 228 lb uplift at joint 2 and 151b uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 Q WARNING- Velly ✓esrgm parametemanOREAD NOTES ON MIS AND INCLUDEDMITEKREPERANCEPAGEMU-24m rev. 1NA7201aBEFORE USE. Design valld for use only with MReAR, connectors. This design is based only upon parameters shown and is for an Individual building component not a huu system. Before use, the building designer must verity the applicability of design parameters and papally Incorporate this, design Into the overall building design. Bracing indicated is to prevent buckling of Individual huts web and/or chord membars 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 fobricoflon. storage, delivery, erection antl bracing of trusses and huss systems, s9eANSVIPII Cually Criteria, DSB-89 and SCSI Bell Component 6904 Parke East Blvd. Safety tnformatbrgvallobie from Truss Plate Institute. 218 N. Ise Sheet. Suite 312 Alexandria VA 22314. Tampa, FL 33610 Jyb Truss Truss Type ly T76686489 M11323 KJ8 MONO TRUSS �74 1 �M11323 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 310:14:20 2019 Page 1 ID:Lcg54J7LuEancmZr4Db7W MyuFUF-wVvhbAiPDynR2d83dGaxMUzDGmyGurclRBg6iYzUSgn Seel.-1:20.3 3x4 = 7.3.4 3.11-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.07 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.12 7-10 >999 240 BCLL 0.0 Rep Stress [nor NO WB 0.46 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MS Weight: 44 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=201/Mechanical,2=466/0-11-5,6=576/Mechanical Max Hoa 2=244(LC 8) Max Uplift 4= 205(LC 8), 2=-305(LC 8), 6=-286(LC 8) Max Grey 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 2-7=-687/1126, 6-7=-687/1126 WEBS 3-7=0/330, 3-6=-1236/755 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or a-9-6 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; 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 fora 10.0 psf bottom chord live load nonconcument 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 chard and any other members. 4) Refer to girder(s) for truss to truss connections.- 5) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 205 Ito uplift at joint 4, 305 lb uplift at joint 2 and 2861b uplift at joint 6. 6) In the LOAD CASE(S) section, loads applied to the face of the Imes 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: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to-4=-152(F=-09, 13=49), B=0(F=10, B=10)4o-5=-56(F=-18, B— 18) Water P. Finn PE No22839 MiTek USA, Inc. FL Cod 6834 6904 Parke East Blvd. Tampa FL 33810 Data: April 3,2019 Q WARNING - Vanity d.si ansmatereand READ MOM ON TN/SAND/NCLUDEDMmEKREFERANCEPAGEN274TJrey. fOMY1015BEFOREUSE. Design voild for use only with MRekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the bulltling designer must verify Me appllcabillty of design parameters and properly Incorporator this design Into the overall building design. Bracing Indicated Is to buckling of Individual twis web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability, and to prevent collapse with posslDle personal Injury and property damage. For general guldance regordng the fabrication, storage, delivery, erection and bracing of trusses and less systems. seeANSVTPII Quo" Colloidal, OSB-09 and SCSI Budding Component 6904 Parke East Blvd. bty Satn/ommtbrgvoiloble from Truss Plate Institute. 218 N. Lee Sleet. Suite 312, Alexandria VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 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. 1/ltd' [J�Forlat�4 x 2 orientation, locate pes 0-110 from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 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. 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 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. Numbering System I 6-4-8 I dimensions shown Infisixteenths t scale) (Drawings not to scale) I 2 3 TOP CHORDS 0 Of O x U a O 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-1311, 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 ANSIrrPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MTek® All Rights Reserved mm W1 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 orX-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 incases. 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 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. I B. 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 alone is not sufficient. 20. Design assumes manufacture in accordance with ANSIflPI1 Quality Criteria.