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HomeMy WebLinkAboutTRUSSLumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. SCANNED BY St, Lucie County Site Information: Customer Info: WYNNNE DEVELOPEMENT CORP Lot/Blo:ck: Subdivision: Address: N/A City: PORT ST LUCIE State: FL . % MiTek USA, Inc. 6904 Parke East Blvd. Project Name: M11323 Model. q, EL33610 4115 Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: i,' State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design; Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Lpad: 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. N�o.S�..'J# Truss Name Date 1 0_2390 A 2/21 /18 12 I T13302391 I A5 1 2/21/18 13 I T13302392 I A6 12/21/18 14 I T13302393 I A7 2/21/18 LI T13302394 I A8 1 2/21/18 6 T113302395 A9 2/21/18 7 1T113302396 I GRA 1 2/21/18 �8 1T1I330239�GRB _ 12/21/18 19 I T1!3302398 J J2 1 2/21/18 110 I Ti!3302399 I J4 1 2/21 /18 11 I T1'3302400 I J6 12/21 /18 12 T113302401 J8 2/21/18 113 T13302402 I KJS 12/21/18 J The truss Idrawing(s) referenced above have been prepared by MiTek USA, .Inc;. under my direct supervision based on the parameters provided !by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. 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 comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g.; loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's 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 for the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the ove,all building design per ANSI/TPI 1, Chapter 2. I' till .0 q A i����� • 0 380 � r ~ • r r 9 : TAT E OF QJ Thomas A. Albanl PE No.39380 MiTek USA, Inc. FL Cart 6634 69H Parke East Blvd. Tampa Fl. 33610 Date: February 21,2018 Albani, Thomas 1 of 1 Job Truss Truss Type QtV Ply Carlton III with porch ; T13302390 M11323 A COMMON 9 1 �62'Grand Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL tf.1 au s Sep 15 v0i I Mi i era inuusu,ea, ,nu. vveu reu c, ,Y. , wA Zv ,o rage ID:a3B4PavKnnZweXyJckSFBgyuFUN-iltla6GS6xdm_ITrGI?CZC_IGrGmYZaVX1 111 xziuKK r1 0 q 6-7-13 12-4-13 17-0-0 21-7-3 27-4-3 34-0-0 $5-0-Q 1-0-0 6-7-13 5-9-0 4-7-3 4-7-3 5-9-0 6-7-13 1-0-0 m 6 Scale=1:57.8 4.00 12 4x5 = 6 27 17 15 "' 14 - 1z 3x6 — 2x3 11 4x6 = 3x8 = 3x8 = 4x6 = 2x3 11 3x6 = 6-7-13 LOADING (PSI) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.32 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.61 14-15 >670 240 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.12 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 163 lb FT = 0% LUMBER- 1,BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 I REACTIONS. (lb/size) 2=1362/0-8-0, 10=1362/0-8-0 Max Horz 2=-179(LC 8) Max Uplift 2=-832(LC 10), 10= 832(LC 10) i FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1 2-3=-3419/2395, 3-5=-2771/2031, 5-6_ 2770/2152, 6-7=-2770/2152, 7-9=-2771/2031, 19-10=-3419/2395 BOT CHORD 1 2-17=-2132/3213, 15-17=-2132/3213, 14-1 5=- 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 Structural wood sheathing directly applied or 3-7-12 oc puffins. Rigid ceiling directly applied or 4-11-7 oc bracing. 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=141t B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 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 & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss ha6 been 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 bearing plate capable of withstanding 100 lb uplift at Joint(s) 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 lb down and 47 lb up at 15-0-0, and 50 Ib down and 47 tb up at 19-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. ' 1 7) In the LOADICASE(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 Loatls (plf) Vert! 1-6=-54, 6-11=-54, 18-21=-20 Concentratetl Loads (Ib) Vert!26=-50(F) 27=-50(F) Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ' ® WARNING'- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03)2015 BEFORE USE. Design validifor use only with MITek® 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 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 requlred 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, seeANSi/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insfitute, 218 N. Lee Street, Suite 312, Mexandria, VA 22314. Tampa, FL 33610 Job I Truss Truss Type city Ply 62' Grand Carlton III with porch T13302391 M11323 A5 SPECIAL 9 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MITek Industries, Inc. Wed Feb 21 14:19:64 2U18 Page 1 ID:2GIScwwyY5hnGhXVARzUkuyuFUM-BURgnSH4tFldcR21 qTW R6QXpvFX_H1 Ufmh1 bZNZiUKJ rt-0-q 7-8-5 10-6-4 17-0-0 20-4-11 26-4.0 34-0-0 $5-0- 1-0 0 7-8-5 2-9-15 6-5-12 3-4-8 5-11-8 7-8-0 1 0-0' 1 Scale = 1:59.6 4.00 12 5xB II 13 12 5x12 = 2x3 11 3x6 = 3x12 : 2.00 F12 10-6-4 20-4-8 26-4-0 34.0-0 10-6-4 9-10-4 5-11-8 7-8-0 Plate Offsets (X Y)-- [2:0-1-15 Edge] [4:0-3-0 Edge] [10:0-0-6,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.76 14 >539 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.18 13-14 >344 240 MT18HS 244/190 BCLL 0.0 ` Rep Stress Incr YES WB 0.60 Horz(CT) 0.36 10 n/a n/a BCDL 10.01 Code FBC2017/fP12014 Matrix -MS Weight: 155lb FT=O% LUMBER- i 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 6414: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. �Ib/size) 2=1312/0-8-0, 10=1312/0-8-0 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: 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) -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 & MW FRS 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 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. 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 mecf anicai connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=803,10=803. Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 A WARNING 11VerW design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE Design valid for use only w1th 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 required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, deilvery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Mexandda, VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302392 M11323 A6 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:19:55 2018 Page 1 ID:2GIScwwyY5hnGhXVARzUkuyuFUM-fh_3?olieYtUEbdENA1 gfd4?Aft10Qoo_Ln86gziuKl 1-0- 8-11-11 16-0-0 18-0-0 20-1 25-11-15 34-0-0 5-0- 0- 8-11-11 7-0-5 2-0-0 2-4-8 5-7-7 8-0-1 1-0- 4.00 12 6x8 = 5x6 = 1 5 6 3x12 = 2.00 12 10-6-4 fim LOADING (psf) SPACING- 2-0-0 TOLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BOLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC20171TP12014 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` 5,14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1312/0-8-0, 9=1312/0-8-0 Max Horz 2=-169(LC 8) Max Uplift 2=-803(LC 10), 9=-803(LC 10) I 11 6x6 = 2x3 11 8-0-1 3x6 = Scale= 0�2 Ic? 0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TC 0.81 Vett(LL) 0.69 14 >590 360 MT20 244/190 BC 0.93 Vert(CT)-0.9214-17 >443 240 MT18HS 2441190 WB 0.86 Horz(CT) 0.34 9 n1a n/a Matrix -MS Weight: 157 lb FT = 0% 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. FORCES. (lb) -,,Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-5491/3336, 4-5=-5095/3071, 5-6=-2314/1551, 6-8=-2398/1533, 8-9=-3199/1981 BOT CHORD 2-14=-3040/5224, 13-14=-1195/2361, 12-13=-1123/2199, 11-12— 1731/3001, 9-11=-1731 /3001 WEBS 4-14=-492/513, 5-14=-1707/2959, 5-13= 405/196, 6-13=-179/522, 8-12= 893/660, .8-11 =0/303 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASOE 17-10; 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) -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 areIMT20 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 h'as been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=803, 9=803. m r= 6 I Thomas A. Albani PE No.3936D MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 11 A WARNING -Verily design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1,7473 rev. f0/03a 5 BEFORE USE Dell valid for use only with MlT0 connectors. mis design is based only upon parameters shown, and Is for an IndINduai building component, noT of a truss system! Before use, the building designer must vediy the applicability of design parameters and properly Incorporate this design Into the overall buiding deslpn. &acing Indfcaietl Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for slablllty and to prevent collapse with possible personal In1ury and property damcge. For general guldance regarding the fabrtcalion storage, dellvery, er..Ion and brocing of trusses and truss systems, se-ANSI/TPI I Quality Criteria, DSB•89 and 8"1 Building Component 6904 Parke East Blvd. Safety InformaBon available from Truss Poaie institute, 218 N. Lee Street, Suite 312. A,.x da. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302393 M11323 A7 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:19:56 2018 Page 1 I D:W SJgpGwal Ppeur6hk9UjG5yuFUL-7tYRC7J LPsOLrICQxuZvBrcAj3DQIsZxD? W ieGziuKH 1-0-q 8-10-10 14-0-0 20-0-0 25-11-15 34-0-0 0-0 8-10-10 5-1-6 6-0-0 5-11-15 8-0-1 ., nnF,—,;- 3x12 =I 2.00 12 LOADING (pst) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2k4 SP M 30 BOT CHORD 2z4 SP M 30 WEBS ?1x4 SP No.3 `Except" 4,11: 2x4 SP M 30 5x6 = 20-4-8 5x6 = lu 5x12 = 2x3 11 3x6 = Scale=1:60.8 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TC 0.83 Vert(LL) 0.66 11 >616 360 MT20 244/190 BC 0.90 Vert(CT)-1.1010-11 >369 240 MT18HS 244/190 WB 0.95 Horz(CT) 0.34 7 n/a n/a Matrix -MS Weight: 147 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 4-0-2 oc bracing. 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. (Ib) -;Max. Comp./Max. Ten. - All forces 250 (lb) 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 i NOTES- 1) Unbalanced rpof 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=52fh L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 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 areIMT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi 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 joii�t(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, 7=809. I. Thomas A. Alban! PE No,39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING !IVerifydesign parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MI1-7473 rev, 10/03/2015 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 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 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, seeANSi/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 62' Grand Carlton III with porch T13302394 M11323 A8 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.13u s ciep 15 zui I MI i ex inausmes, Inc. Vied Feb z i i4: is:or za I a rage r ID:W SJgpGwal Ppeur6hk9UjG5yuFU L-b36pQTKzAA8CTvncVb48k29LBTZgUMw5SfGFAizi uKG 1-0- 8-8-4 1 %0-3-3-120 15-8-4 20-4-8 22-0-0 24-8-12 34-0-0 5-0- -0-0 8-8-4 3-8-4 4-8-4 1-7-8 2-8-12 9-3-4 1.0-0 I Scale = 1:60.6 I 4.00 12 5x6 = 3x4 = 4 21 5 2x3 11 5x8 = 6 22 7 i 12 11 5x12 = 3x4 = 4x5 = 3x12 = 2.00 12 10-6-4 20-4-8 1 22-0-0 34-0-0 10-6-4 9-10.4 1-7-8 12-0-0 Plate Offsets (—Edge], [7:0-5-8,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.65 12-13 >624 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.08 12-13 >379 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(CT) 0.33 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 154 lb FT = 0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purfins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-11-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 9=1312/0-8-0 Max Harz 2— 129(LC 8) Max Uplift 2=-803(LC 10), 9=-803(LC 10) I FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) 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 =-I 705/2827 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. 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 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 adeq�ate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss ha§, been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss 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 medianical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=803, 9=803. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Q WARMING 'Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII--7473 rev. 1010312016 BEFORE USE. Design valid for use only with IAITek0 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 indlvIdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available 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 I T13302395 M11323 A9 HIP 1 1 Job Reference (optional) cnamners i russ, inc., 1--On Fierce, t-L r1-0-Q 6-7-15 10-04 1-0-0 6-7-15 3-4-1 r I 4.00 12 0 5-2-14 4x4 = 4 24 ' 5-1-2 13-8-0 13-4-1 3x4 = 2x3 11 4x8 = 525 26 6 27 7 Scale = 1:58.6 15 14 13 12 11 3x8 = 6x8 = 3x4 = 3x5 = M= M = 3x5 I 10-0-0 20-4-0 24-0-0 34-0-0 1. 10-0-0 10.4.0 3-8.0 10-0-0 Plate Offsets (X,Y)-- [2:0-0-14,Edge],[7:0-5-4,0-2-0],[9:0-3-14,0-1-8] LOADING (psf) ', SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.18 11-21 >917 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.38 11-21 >432 240 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.02 13 n/a n/a BCDL 10.0 i, Code FBC2017/TP12014 Matrix -MS Weight: 156lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 I 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 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 12-3=-1275/1025, 3-4=-913/708, 4-5=-829/705, 5-6=-565/807, 6-7=-565/807, 7-8=-104/278, 8-9=-341/235 BOT CHORD 1 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=-837/703 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; MW FRS (directional) and C-C Extedor(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, Inierior(1) 14-9-11 to 19-2-5, Exterior(2) 24-0-0 to 35-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) 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. 1 Thomas A. Albani PE No.39380 MiTak 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 M?EKREFERANCE PAGE Mll-7473 rev. 10103/2015 BEFORE USE. ' Design valid for use only with Mffek® 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 regWred 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, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inform anon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qry Ply 62' Grand Carlton III with porch T13302396 M 11323 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2011 MI I eK industries, inc. Wed Feb zi 14A9:59 2016 rage r I D:_etC 1 cxC3ixVV?huls?ypJyuFUK-XSEZg9LDhnOwiDx?cO6cpTEfaGKGyBpOvzl MFbziuKE 1-0- B-0-0 11-1-1 17-0-0 18-6-0 22-2-2 26-0-0 34-0-0 5-0- 1-0- 8-0-0 3-1-1 5-10-15 1-6-0 3-8-2 3-9-14 8-0-0 1-0-0 i TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED !PURLINS AS SPECIFIED. p}1 6 Scale=1:60.6 3x5 = 34 11 3x6 = 6x8 = 3x6 = 6x8 = 4x4 = 6x8 = 7-4-15 Plate Offsets LOADING (psf)'' SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 , Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.20 24-35 >914 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.24 29-32 >552 240 BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(CT) 0.02 22 n/a n/a BCDL 10.01� Code FBC2017/TP12014 Matrix -MS Weight: 194lb FT=0% LUMBER- I 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 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 Horz 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), 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 (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 2-29=-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, 18-26=-2412/1474, 18-24=-846/1780, 21-24=-35/351, 4-5=-6081514, 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; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34fh eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates arel2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 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 pudin 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 26-0-0, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). N 3Im 6 Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Q WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10103,2015 BEFORE USE. Design valid, for use 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 MiTe k° Is always recjulred 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, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ate Ply 62' Grand Carlton III with porch T13302396 M11323 GRA HIP 1 1 Job Reference (optional) cnamoers I russ, Inc., t-orr Flerce, r-L 0.1—b—P IO—II IVII I tl f\ I IIUUJlI1CJ, It IV, ­— —­1c I- . uy„- ID: _etC 1 cxC3ixVV?huls?ypJyuFUK-XSEZg9LDhnOwiDx?c06cpTEfaGKGyBpOvzlMFbziuKE LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads 6f) Vert, 1-3=-54, 21-23=-54, 29-30=-20, 24-29= 47(F=-27), 24-33— 20, 3-11 =-1 26(F=-72), 11-21= 126(F=-72) Concentrated Loads (lb) Vert: 29= 641(F) 24=641(F) I I ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/03/2016 BEFORE USE. ' Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system i Before use, the building designer must vedty 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 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, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type QtY Ply Carlton III with porch T13302397 M 11323 GRB HIP 1 1 �62'Grand Job Reference (optional) Chambers Truss, lop., ' N R 6 4.00 F12 Fort Pierce, FL 5x8 MT18HS = 5-8-0 17-0-0 4x10 = 2x3 11 4x6 = 23 4 5 6 B.13V s Jep 1 b zul i Ivlr I ex Inausirles, inc. vveu reu 2 i 14:2u:u r cu to rage r 8G4raW BLWyuFUJ-TqM KFTNTDOedyW 4NkR84uuK1 w4_?Q6XhNGETJTzi uKC 26-0-0 34-0-0 35-0-0 5x8 MTi BHS = 2x3 11 7 24 8 4x6 3x6 II Sx6 = 6x12 = 6x12 = Sx6 3x6 II = = I B-0-0 13-8-0 20-4-0 26-0-0 34-0-0 8-0-0 5-8-0 6-8-0 5-8-0 8-0-0 Scale=1:58.6 46 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 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 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 153 lb FT = O% LUMBER - 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 REACTIONS. (Ib/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) FORCES. (lb) f IMax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown 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 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- 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); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates areiMT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 853 lb uplift at joint 2, 2590 lb uplift at joint 13 and 345 lb uplift at joint 9. 8) Girder carries) hip end with 8-0-0 end setback. 9) Hanger(s) or'other connection devices) 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 resporisibility.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 (pit) 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 $904 Parke East Blvd. Tampa FL 33810 Date: February 21,2018 WARNING r� Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/03,2016 BEFORE USE. ° Design valid for use only wlih MIT" connectors. This design is based only upon parameters shown, and Is for an Individual building component not o truss system. Before use, the building designer must vetify 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 k' MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inform6,Non available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 62Grand Carlton III with porch T13302397 M11323 GRB HIP 1 1 Job Reference (optional) ,namoers truss, Inc., Iron t-18M8, r-L I LOAD CASE(S) Standard Concentrated tloads (lb) Vert: 16=-641(F) 11=-641(F) O. IOU b OUIJ I O GU I I IVII I GA II IUUb111—, II IV. v nUo c I D:SrRaEyyrg04M78G4raW BLWyuFUJ-TqM KFrNTDOedyW4NkR84uuK1 w4_?Q6XhNGETJTziuKC 0 WARNING,-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10103,2015 BEFORE USE -- ' Design validifor 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 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 required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erectlon and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty 1 Ply 62Grand Carlton III with porch T13302398 M11323 J2 MONO TRUSS 8 1 Job Reference (optional) cnamoers truss, irjc., I D:x1?zSlzTbJC DI I rGPH 1 QukyuFU I-TgMKFrNTDOedyW 4NkR84uuKBb47aQKfhNGETJTziuKC -1.0-0 2-0-0 1-0-0 2-0-0 3x4 = Scale = 1:7.8 i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 1 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 240 BCLL 0.0 Rep Stress incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 8lb FT=O% LUMBER- BRACING - TOP CHORD 21i4 SP N0.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 3=38/Mechanical, 2=141/0-8-0, 4=22/Mechanical N1ax Horz 2=67(LC 10) Max Uplift 3=-28(LC 10), 2=-136(LC 10), 4=-3(LC 7) Nlax 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 I Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7!-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; 3=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 2-0-0 wide will fit betweep 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. I I Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Cnhr„ m1 01 01110 ® WARNING � Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11,1II-7473 rev. 1010312015 BEFORE USE. Design valld for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss syslen'r. 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 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, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 3361 D Job Truss Truss Type city Ply 62' Grand Carlton II I with porch T13302399 M11323 J4 MONO TRUSS 8 1 Job Reference (optional) y namoers I ru55, Inc., rar r rien:e, rL ..,., I D: PDYLfd_5MdK4MSQTz?ZfRxyuFU H-y l wiTBN5_imUZgfalBfJ R6sl_UP79nvgbwzoswziuKB -1-0-0 4-0.0 1-0-0 4-0-0 Scale = 1:11.1 3x4 = 4-0-0 4-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 j; Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 14 lb FT = 0% LUMBER- BRACING - TOP CHORD 2 4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 or pudins. BOT CHORD 2{4 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(LC 1), 4=69(LC 3) FORCES. (lb) - 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=34fh 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 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 girde{(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 7 lb uplift at joint 4. Thomas A. Albani PE No.39330 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 Mll-7473 rev. 10/03/201S 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 sysleml Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building desl46. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Auallty, Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate insntute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply - 62' Grand Carlton III with porch T13302400 M11323 J6 MONO TRUSS B 1 Job Reference (optional) chambers truss, Inc., f-ort Pierce, t-L 3x4 = 8.130 6 Sep 15 2011 MI I eK Industries, Inc. vvea i-en 21 14:2U:U3 2U16 Page 1 I D:tP6jtz-j7xSx_c_fXi4uz9yuFUG-QDT4gXOkIOuLBgEmrsBYzJPU Dtd4uE9zgajZOMziuKA 6-0-0 6-0-0 Scale = 1:14.6 6-0-0 6-0-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft 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 WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 20lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 21k4 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=-8(LC 10) i, ax 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 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 2-0-0 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 lb uplift at joint 4. I Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 © WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE mil-7473 rev, 10/03MIS 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 MiTek' Is always rest !red 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, seeANSI/TPI I Quality Criteria, DSB-89 BCSI Building Component 6904 Parke East Blvd. and Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qly Ply 62' Grand Carlton III with porch T13302401 M11323 J8 MONO TRUSS 20 1 Job Reference (optional) namoers I russ, Inc., rorr Tierce, r-L o. r oa s Dep 10 za I I rva I UK inausri leb, arc. -U. — . I 19. .' CV 10 'X I D:tP6jtz—j7xSx_c_fXi4uzgyuFUG-uP 1 SutPM W JOCp_pyPZinW XybuHSUdhP73ES7woziuKg 1-0-0 8-0-0 1-0-0 8-0-0 Scale = 1:17.4 I 3x4 8-0-0 Plate Offsets (X,Y)-- [2:0-3-14,0-1-81 LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl 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 j Code FBC2017/TP12014 Matrix -MP Weight: 26 lb FT = 0% 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. (lb/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) !,Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- i 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; 13=5211t; L=34ft; eave=6ft; Cat. Il; 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 3-1-13, Exterior(2) 3-1-13 to 7-11-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girde,(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 Ib uplift at joint 3, 228 Ib uplift at joint 2 and 15 lb uplift at joint 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: February 21,2018 ® WARNING'- i Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. ° Design valld;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 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 MiTek° Is always re*lred for stability and to prevent collapse wish possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of Irusses and truss systems, seeANsi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job ITruss Truss Type ' Qty Ply Grand Carlton III with porch T13302402 M11323 KJ8 MONO TRUSS 4 1 �62' Job Reference (optional) j,hambers Truss, Inc., Fort Pierce, FL 1-5-0 8.130 s Sep lb 2Oi r MI 1 ak indu5ifies, Inc. vveu reu c i iff,0.05GV 1 O rage I I D: Lcg54J? LuEancmZr4Qb7W MyuFU F-Mcbr5CQ_Hd83QBOgzHD02kU rohRsM 1 VGHuCgSEzi uKB Scale=1:20.3 3x4 = 3x4 = 7-3-4 3-11-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 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 r Rep Stress Incr NO WB 0.46 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017(TP12014 Matrix -MS Weight: 44 ib FT = 0 LUMBER - TOP CHORD 2.k4 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 Harz 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) = 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 pudins. BOT CHORD Rigid ceiling directly applied or 8-9-6 oc bracing. NOTES- 1) Wind: ASCE17-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52fh L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 205 lb uplift at joint 4, 305 lb uplift at joint 2 and 286 lb uplift at joint 6. 6) In the LOAD ;CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S)1 Standard 1) Dead + Roof, Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vertu 1-2=-54 Trapezoidal Loads (pif) Vert�'2=0(F=27, B=27)-to-4=-152(F=-49, B=-49), 8=0(F=10, B=10)-to-5= 56(F=-18, B=-18) Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 A WARNING,- VerW design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE Mll-7473 rev. 10/032015 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 bullding deslgn. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additlonal 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, sjorage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inforrgation avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Mexandrta, VA 22314. Tampa, FL 33610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 14-1 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss LLK� and fully embed teeth. 0-1/1d' For 4 x 2 orientation, locate plates 0-111b" from outside edge of truss. This symbol indicates the required direction of slots in connector plates, "Plate location details available in MiTek 20/20 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: _ANSI1TP_I1_: __National Design Specification for -Metal - Plate Connecfed Wood Truss Costruction. 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. 6-4-8 dimensions shown in ff-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 0 01 O U o_ O 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-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 ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek� MiTek Engineering Reference Sheet: Mil-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 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. 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 alone is not sufficient. --- - - — — --- 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.