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TRUSS PAPERWORK
FILE COPY IT�eke \ l RE:� M11323 MiTek USA, Inc. 62' Grand Carlton III with porch 6904 Parke East Blvd: Tampa, FL 33610-4115 Site Information: SCANNED Project Customer: WYNNNE DEVELOPEMENT CORP Project Name: M11323 BY Lot/Block: Subdivision: St Lucie COUnt Address: N/A Y Citv! PORT ST LUCIE State: FL This With No. 1 2 3 4 5 6 7 8 9 10 12 13 ,ral Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special ing Conditions): ]n Code:' FBC2017/TPI2014 Design Program: MiTek 20/20 8.1 Code: ASCE 7-10 Wind Speed: 165 mph Design Method: MWFRS (Directional)/C-C hybrid Wind ASCE Load: 37.0 psf Floor Load: N/A psf tckage includes 13 individual, dated Truss Design Drawings and 0 Additional Drawings. iy seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet ns to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. Seal# Truss Name Date T13302390 a 2/21/18 T13302391 a5 2/21/18 T13302392 a6 2/21/18 T13302393 T13302394 a7 a8 2/21/18 2/21/18 RECEIVED T13302395 a9 2/21/18 T13302396 gra 2/21/18 �ID� T13302397 grb 2/21/18 W 6 2018 T13302398 j2 2/21/18 2/21/18 P ermlhtlrig T13302399 T133020 j4 18 221 /18 Hpeg C- my ent411 T13302402 k8 2/21/18 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. Truss Design Engineer's Name: Albani, Thomas My lice'rse renewal date for the state of Florida is February 28, 2019. Florida COA:6634 IMPORTi ANT 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 customer's file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. ®',1�MPS a ie eee�� •'• S • •, �/ e,s 80 Z. ?� :• S T T E OF : •�441 eoo�tS •• � R••,. , oo�-f'rs1 0 N AL Thomas A. Alban( PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 February 21,2018 1 of 1 Albani, Thomas Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302390 M11323 A COMMON 9 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 0 i �1 6 8.130 s Sep 15 2017 MIT& Industries, Inc. Wed Feb 21 14:19:53 2018 rage 1 rKnnZweXvJckSFBavuFU N-i Itia6GS6xdm_ITrGI?CZC_IGrGmYZaVX1111 xzi uKK 2-4-13 17-0-0 21-7- 5-9-0 4-7-3 4.74 4.00 12 4x5 = 6 27 17 •- 15 -- -- 14 1z 3x6 = I 2x3 11 4x6 = 3x8 = 3x8 = 4x6 = 2x3 11 6-7-13 Scale=1:57.8 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Lid 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 FBC2017lrP12014 Matrix -MS Weight: 163 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-11-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1362/0-8-0, 10=136210-8-0 1�1ax Harz 2= 179(LC 8) Max Uplift 2=-832(LC 10), 10=-832(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 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 12-17=-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 root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=341t 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 13-7-3, Exterior(2) 13-7-3 to 17-0-0, InteIrior(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 hasl 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 Wil 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 Ioad(s) 50 lb down and 47 lb up at 15-0-0, and 50 lb down and 47 lb up at 19-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD GASE(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 koads (lb) Vert: 26=-50(F) 27= 50(F) 1 'n Ir; 6 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING - Vedty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 10/032015 BEFORE USE. l building nent not vafuse and property Incorporate this design Into the overall atrusss fore the bth iuiillding designer must verify the n Is applicabilonlity of dessirameters shown, and Is for an ign � syst msign . use. parameters building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing damage. For the {MiTek' is always requlred for stability and to prevent collapse with possible personal injury and property general guidance regarding fabrication, storage, delivery, erection and bracing of trusses and truss systems, sooANSM11 Cualtly Cdfelfa, DSB-89 and SCSI Buildhig Component 6904 Parke East Blvd. Safety /nlonn6fto113vailabte from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 62' Grand Carlton III with porch AP 113302391 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 14:19:54 2018 Page 1 I D:2GIScwwyY5hnGhXVARzUkuyuFUM-BURgnSH4tFldcR21 qTW R60XpvFX_H 1 Ufmh 1 bZNziuKJ r1-0-Q 7-8.5 10-6-4 17-0-0 20-4-8 26-4-0 34-0-0 35-0-Q 5-11-8 7-8-0 1-0-0 �1 6 4.00 12 5x8 11 Scale = 1:59.8 13 12 3x12 2.00 12 5x12 = 2x3 11 3x6 = � 10-6-4 26-4-0 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (Ioc) 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) -1.18 13-14 >344 240 MT18HS 244/190 BCLL 0.0 I` Rep Stress Incr YES WB 0.60 Horz(CT) 0.36 10 n/a n/a BCDL 10.0 1 Code FBC2017/TPI2014 Matrix -MS Weight: 155 lb FT = 0 LUMBER- I BRACING - TOP CHORD 214 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-9-12 oc bracing. WEBS 2x4 SP No.3 `Except` WEBS 1 Row at midpt 6-14 6-14: 2x4 SP M 30 OTHERS 2X4 SP No.3 REACTIONS. (Ib/size) 2=131210-8-0, 10=131210-8-0 Max Horz 2=-179(LC 8) Max Uplift 2=-803(LC 10), 10=-803(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD I2-3=-5529/3776, 3-5=-5164/3538, 5-6=-5209/3667, 6-7= 2424/1902, 7-9=-2462/1813, 19-10=-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, 19-13= 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; Encllrr�, 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, Extedor(2) 13-7-3 to 17-0-0, Intenor(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 Ibeen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/rPI 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 Qt=lb) 2=803, 10=803. 1 t2 Ir 0 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart $634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 1 ® WARNING - VerW design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11111-7473 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 indlvldual 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 deslgn, Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WeV prevent 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, seeANSyWII Gua/ByCtCeda, DS"9 and SCSI BUQding Component 6904 Parke East Blvd. SatefylnfonnaRonovdiabie from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302392 M11323 A6 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MffeK industries, Inc. Wed Feb 21 14:19:55 2016 Nage 1 I D:2GIScwwyY5hnGhXVARzUkuyuFUM-fh_3?ol ieYtU EbdENA1 gfd4?AftlOQoo_Ln86gziuKl 1-0- 8.11-11 16-0-0 18-0-0 20.4-8 25-11-15 34-0-0 5-0- 1-0- 8-11-11 7-0-5 2-0-0 2-4-8 5-7-7 8-0-1 -0-0 Scale=1:61.9 6 3x12 = 2.00 12 10-6-4 4.00 FIT 6x8 = 5x6 = �� 11 5x6 = 2x3 11 34-0-0 3x6 = 0 t2I Im 1 6 LOADING (psf)I SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.01 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.69 14 >590 360 MT20 244/190 TCDL 7.0' Lumber DOL 1.25 BC 0.93 Vert(CT)-0.9214-17 >443 240 MT18HS 244/190 BCLL 0.0' ' Rep Stress Incr YES WB 0.86 Horz(CT) 0.34 9 n/a n/a BCDL 10.01 Code FBC2017/TPI2014 Matrix -MS Weight: 157lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. 3-5,6-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP N0.3 -Except' -14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (ib/size) 2=131210-8-0, 9=1312/0-8-0 Max Harz 2— 169(LC 8) Max Uplift 2=-803(LC 10), 9=-803(LC 10) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-5491/3336, 4-5=-5095/3071, 5-6= 2314/1551, 6-8=-2398/1533, 8-9=-3199/1981 BOT CHORD 2-14=-3040/5224, 13-14= 1195/2361, 12-13= 1123/2199, 11-12— 1731/3001, 9-11— 1731/3001 WEBS 4-14=-492/513, 5-14=-1707/2959, 5-13=-405/196, 6-13= 179/522, 8-12— 893/660, 8-11=0/303 i NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34fh eave=6ft; Cat. II; Exp C; Encl., GCpl=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) Al 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 ail 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/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=803, 9=803. Thomas A. Alban! PE No.39380 MlTek USA, Inc. FL Cart $634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 Q WARNING - Yeri/y design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMfF7473 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 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 requl{ed 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. seeANSM11 Ouallty Crtlefla, DS949 and BCSIBuIlding Component 6904 Parke East Blvd. Safety UfonneNonavailabie from Truss Plate Institute.218 N. Lee Street. Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch 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-7tYRC7JLPsOLrICQxuZvBrcAj3DQIsZxD? W ieGziuKH 1-0- 8-10-10 14-0-0 20-0-0 25-11-15 34-0-0 5-0- -0-0 8-10-10 5-1-6 6-0-0 5-11-15 8-0-1 1 -0- Scale = 1:60.8 6 .— 1777 3x12 = 2.00 12 5x8 = 5x6 = 5x12 = I - IC, 1 1 6 a 2x3 11 3x6 = 34-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 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 BCLL 0.0' ` Rep Stress Incr YES WB 0.95 Horz(CT) 0.34 7 n/a n/a BCDL 10.01 Code FBC2017/TP12014 Matrix -MS Weight: 147 lb FT = 0 LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP N0.3'Except' 4-11: 2x4 SP M 30 i REACTIONS. I(lb/size) 2=131210-8-0, 7=1312/0-8-0 Max Harz 2=-149(LC 8) rax Uplift 2=-803(LC 10), 7— 803(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 2-3=-5484/3370, 3-4=-5116/3126, 4-5= 2229/1544, 5-6= 2448/1599, 6-7=-3169/1993 BOT CHORD 1 2-11=-3071/5219, 10-11=-1590/2874, 9-10=-1738/2968, 7-9=-1738/2968 WEBS 1 3-11=-419/443, 4-11=-1466/2647, 4-10— 812/448, 5-10= 205/487, 6-10= 785/575, 1 6-9=0/272 Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 4-0-2 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=34ft eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3, Extedor(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.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, 7=80 Thomas A. Albani PE No.39380 ni ek USA, Inc. FL Cert 8034 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 M11-7473 rev. 10,V312015 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 sot 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 required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII QualifyCrCeda, DSB-89 and BCSI BuOdhig Component 6904 Parke East Blvd. Sotaty /nformnHonovailable 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 T13302394 M11323 A8 SPECIAL 1 1 Job Reference (optional) unamoers i russ, Inc., t-on Tierce, rL 4.00 12 3-3-12 3-8-4 5x6 = 3x4 = 4 21 5 0. IOU , aep I o eu I I IVII I CR I I IUu-I lub, 1—. 1— — — I Y. I — c 'aye I ID:W SJgpGwalPpeur6hk9UjG5yuFUL-b36pQTKzAABCTvncVb48k29LBTZgUMw5SfGFAiziuKG 20-4-8 22-0-0 , 24-8-12 , 34-0-0 $5-0-0 2x3 II 5x8 = 6 22 7 2x3 12 11 5x12 = 3x4 = 4x5 = 3x12 :z 2.00 12 10-6-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TIC 0.78 Vert(LL) 0.65 12-13 >624 360 TCDL 7.0' Lumber DOL 1.25 BC 0.90 Vert(CT) -1.08 12-13 >379 240 BCLL 0.0' ' Rep Stress Incr YES WB 0.69 Horz(CT) 0.33 9 n/a n/a BCDL 10.0I Code FBC2017/TPI2014 Matrix -MS LUMBER- IBRACING- TOP CHORD ?x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 9=1312/0-8-0 Max Horz 2=-129(LC 8) JNax Uplift 2=-803(LC 10), 9=-803(LC 10) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5488/3444, 3-4= 5117/3183, 4-5=-3911/2497, 5-6= 2576/1770, 6-7= 2586/1779, 7-8= 2663/1762, 8-9= 3021/1971 BOT CHORD 2-13=-3143/5224, 12-13=-1956/3292, 11-12= 1369/2481, 9-11=-1705/2827 WEBS 3-13= 396/420, 4-13=-1028/1721, 5-13=-300i797, 5-12=-894/601, 6-12= 265/263, 7-12— 294/391, 7-11=-374/691, 8-11=-535/502 NOTES- 1) Unbalanced 2) Wind: ASCE II; Exp C; En to 35-0-0 zor 3) Provide ade( 4) All plates are 5) This truss ha 6) ' This truss t will fit betwei 7) Bearing at jo capacity of b 8) Provide mec 2=803, 9=80 Scale=1:60.6 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 154 lb FT = 0 Structural wood sheathing directly applied or 2-2-0 oc pudins. Rigid ceiling directly applied or 3-11-11 oc bracing. of live loads have been considered for this design. -10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft B=52ft; L=34ft; eave=6ft; Cat. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Intedor(1) 2-4-13 to 31-7-3, Exterior(2) 31-7-3 ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ate drainage to prevent water ponding. AT20 plates unless otherwise indicated. been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide the bottom chord and any other members. t(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify sting surface. finical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 0 In Ich N C6 I^� Thomas A. Alban! PE No.39380 MITek USA, Inc. FL Cert $634 6904 Parke East Blvd. Tampa FL 33610 Data: February 21,2018 A WARNING - design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. iVerW Deslgn valld f r use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not Not a truss sysiemgBefore 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 M!Tek° 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, seeANSUWIT QaalByCrIterlib, DSB-89 and BCSI BUQdlllg Component 6904 Parke East Blvd. Safety infoanctionavoilabte 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 T13302395 M11323 A9 HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:19:58 2018 Page 1 I D:_etC1 cxC3ixVV?huls?ypJyuFUK-3FgBdpKbwTG353Mp3JbNGGidcs?ZDm3EgJ?oj8ziuKF r1-0-q 6-7-16 10.0-0 15-2-14 20-4-0 244 0-0 27-4-1 34.0-0 q5-0•q 1-0-0 1 6-7-15 3-4-7 5-2-14 5-1-2 3-8-0 3-4-1 6-7-15 1-0-0 4.00 12 3x5 = 10-0-0 4x4 = 3x4 = 2x3 11 48 = 4 24 525 26 6 27 7 14 14 3x8 = 3x6 = 6x8 = 3x6 = 3x4 = Scale=1:58.6 3x5 _N t` Cb 0 n I6 6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0, Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.18 11-21 >917 360 MT20 244/190 TCDL 7.1) 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, Code FBC2017/TPI2014 Matrix -MS Weight: 156 lb FT = 0% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 1 REACTIONS. (lb/size) 2=663/0-8-0, 9=346/0-8-0, 13=1616/0-8-0 Max Harz 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)1- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1 2-3= 1275/1025, 3-4= 913/708, 4-5=-8297705, 5-6=-565/807, 6-7=-565/807, 7-8=-104/278, 8-9= 341/235 BOT CHORD 2-15= 836/1187, 13-15=-34/309, 11-13— 266/348, 9-11 =-1 24/304 WEBS 3-15=-425/501, 5-15=-444/665, 5-13= 1216/1079, 6-13=-264/300, 7-11=-255/396, 8-11=-461/521, 7-13=-837/703 Structural wood sheathing directly applied or 5-11-9 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE17-10; 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 Exterjor(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, Interi6r(1) 14-9-11 to 19-2-5, Exterior(2) 24-0-0 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOLE 1.60 plate grip DOL=1.60 3) Provide adeduate 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. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 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 NII-7473 rev. 1010312015 BEFORE USE. Design valid f a truss system.1 r use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall m' building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/7PI f GualBy Cdod d DSB•89 and BCSI SuQdbg Component 6904 Parke East Blvd. Safety lnfonnatlomvdlable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA2231A. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302396 M11323 GRA HIP 1 1 Job Reference (optional) Chambers Truss; Inc., Fort Pierce, FL Ml JU S aep 1 D ZUI I rvll r eK InUutlrn es, mG, vveu reu c I IY: ry:ou Gu 10 raye I ID:_etC1 cxC3ixVV?huls?ypJyuFUK-XSEZg9LDhnOwiDx?cO6cpTEfaGKGyBpOvzlMFbziuKE 1-0- 8-0-0 11-1-1 17-0-0 18-6-0 22-2-2 %0-0 34-0-0 5-0- 1-0- 8-0-0 3-1-1 5-10-15 1-6-0 3-8-2 3-9-14 8-0-0 0-0 �1 6 TOP CHORD MUST BE BRACED BY END JACKS, ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. Scale=1:60.6 3I = 3x6 11 3x6 6x8 = 3x6 6x8 = 4x4 = 6x8 = LOADING (psf) TCLL 20.0 TCDL 7.0' BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 CSI. DEFL. in (loc) I/deft Ud TC 0.91 Vert(LL) 0.20 24-35 >914 360 BC 0.57 Vert(CT) -0.24 29-32 >552 240 WB 0.98 Horz(CT) 0.02 22 n/a n/a Matrix -MS PLATES GRIP MT20 244/190 Weight: 194 lb FT = 0% LUMBER- I BRACING - TOP CHORD 2z4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc puriins. BOT CHORD 2x4 SP M 30 Except: WEBS 2x4 SP N0.3 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) - I ax 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), 1 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), 1 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, 111-14=-193/412,14-17=-94/271,19-21=-143/272 BOT CHORD 12-29= 247/677, 27-29=-189/540, 26-27=-779/446, 24-26=-411/653, 22-24=-1083/2108 WEBS i3-29=-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=-254/54 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=1411; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise Indicated. 5) This truss has Ibeen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 2, 1168 lb uplift at joint 27, 1495 lb uplift at joint 26 and 625 lb uplift at joint 22. 8) Girder carries hip end with 8-0-0 end setback. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided Sufficient to support concentrated load(s) 967 lb down and 461 lb up at 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. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ndard ® WARNING - VerW design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll--7473 rev. f 0/032015 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 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 MiTeV Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPII Gaa/ByCdted d, DSB-89 and BCSI Bufiding Component 6904 Parke East Blvd. Safety lnformallon3vallable 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 T13302396 M11323 GRA HIP 1 1 Job Reference (optional) Gnambers I runs, Inc., Fort Pierce, FL 8.13U S Sep lb 2U1 I Mi I eK InaUSIries, Inc. tryea FeD 27 14:1 Wby 2Ul d Page z ID:_etC1 cxC3ixVV?huls?ypJyuFUK-XSEZg9LDhnOwiDx?c06cpTEfaGKGyBpOvzlMFbziuKE LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 11 -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: 129= 641(F) 24=-641(F) i Q WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev, 10/03I2016 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 required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricailort, storage, delivery, erection and bracing of trusses and truss systems, seeANSM11 Quality Cr9elki DSB-09 and BCS/BU9dhV Component 6904 Parke East Blvd. Safety lnto/mafionavallable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandrla. VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch I T13302397 M11323 GRB HIP 1 1 Job Reference (optional) ... .`...___,�_�..: ____ oinn o.... i s nni7 t,AiTM1 InduS!riec ed Feb 2114:20:012018 Panel Chambers 1fuSS, mu., rUiL riviCe, rL �w ., ..cr, �., .... ... •. Inc...... .....- . ..�-.-. _-._ _�- . I D:SrRaEyyrgO4M78G4raW BLWyuFUJ-TqM KFrNTDOedyW4NkR84uuK1 w4_?Q6XhNGETJTziuKC r1-0-Q 8-0-0 13-8-0 17-0.0 20-4.0 26-0-0 34-0-0 35.0-Q 1-0-0 8-0-0 5-8-0 3-4-0 3-4-0 5-8-0 8-0-0 1-0-0 Scale=1:68.6 5x8 MT18HS = 410 = 5x8 MT18HS = 4.00 12 2x3 11 4x6 = 2x3 11 1 3 23 4 5 6 7 24 8 N 0 `n Ich 6 16 15 14 13 12 11 4x6 —I' 3x6 II 5x6 = 6x12 = 6x12 = 5x6 = 3x6 II 4x6 — I I 13-8-0 LOADING (psf)' SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Lid 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 7.0I Lumber DOL 1.25 BC 0.68 Vert(CT) -0.30 16-19 >820 240 MT18HS 244/190 BCLL O.OI ` Rep Stress Incr NO WB 0.90 Horz(CT) 0.06 9 n/a n/a BCDL 10.01 Code FBC2017/TP12014 Matrix -MS Weight: 153 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-14 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-3-14 oc bracing. WEBS 2x4 SP No.3'Except' WEBS 1 Row at micipt 3-14, 8-13, 6-13 4-14,7-13: 2x6 SP N0.2 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) I- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3625/1950, 3-4-2080/1236, 4-6=-2080/1236, 6-7=-1296/2589, 7-8=-1296/2589, 8-9-751 /370 BOT CHORD 2-16=-1729/3460, 14-16-1753/3525, 11-13-2627733, 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: ASCE7-10; 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 device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 lb up at 26-0-0, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility'of others. 10) In the LOAQ 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) Veit: i11-3-54, 3-8= 131(F=-77), 8-1O= 54, 16-17-20, 11-16-49(F=-29), 11-20= 20 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL $3610 Date: Fchrnarw 91 001 A ® WARNING -I Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEKREFERANCE PAGE Mll-7473 rev. 10/0=015 BEFORE USE. Design valid f r use only w,ih MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system I Before use, the building designer must verlfy 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 I VIt 6/fT eW 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, seeANSYVII CualBy CiMeda, DSB49 and BCSI BulldhV Component 6904 Parke East Blvd. Safety Infoa►raRonavailable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply i 62' Grand Carlton III with porch T13302397 M11323 GRB HIP 1 1 Job Reference (optional) Chambers truss, Inc., l-on Fierce, I-L. LOAD CASE(S Standard Concentrate Loads (lb) Vert; 16=-641(F) 11=-641(F) o.iov a oep :u cvir milcn .. ...,—, a". ..y ID:SrRaEyyrg04M78G4raW BLWyuFUJ-TgMKFrNTDOedyW4NkR84uuK1 w4_?Q6XhNGETJTziuKC ®WARMING Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE 11111--7473 rev. 10/03/2015 BEFORE USE. MME Design valid or use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not SMIN �' a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �y IVIBTek' 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, seeANSWI1 Qualdy Cideda, DSB-89 and BCS/ BuBding Component 6904 Parke East Blvd. Safety/ntolnrallonavatiable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch T13302398 M11323 J2 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss; Inc., Fort Pierce, FL 8.130 s Sep 15 201 f MI I ek mausmes, Inc. vied Feb 2i 14:20:a i 2018 rage 1 ID:xl?zSIzTbJCDIIrGPH1 QukyuFUI-TgMKFrNTDOedyW4NkR84uuKBb47aQKfhNGETJTziuKC -1-0-0 2-0-0 1-0-0 2-0-0 3x4 = LOADING (psf)i SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.01 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 240 BCLL 0.01 ` Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.01 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 Sr No.3 BOT CHORD 2x4 SP No.3 Scale =1:7.8 PLATES GRIP MT20 244/190 Weight: 8 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ;(lb/size) 3=38/Mechanical, 2=141/0-8-0, 4=22/Mechanical IMax Horz 2=67(LC 10) Max Uplift 3=-28(LC 10), 2= 136(LC 10), 4=-3(LC 7) Max Grav 3=39(LC 15), 2=141(LC 1), 4=31(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpl=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 tias 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 28 lb uplift at joint 3, 136 lb uplift at joint 2 and 3 lb uplift at joint 4. Thomas A. Alban! PE No.39380 MlTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 1 ® WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M71-7473 rev, 10/032016 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 MiT®k' 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, seeANSWIT Cua/ffyCdted o, DSB-89 and BCSI Buildling Component 6904 Parke East Blvd. Safety lnformatfonavallabbe from Truss Plate Insl1fute.218 N. Lee Street. Suite 312, Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Carlton III with porchT13302399 M11323 J4 MONO TRUSS 8 1b E'Grand Reference (optional) Chambers Truss, Inc., I I Fort Pierce, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Feb 21 14:20:02 2018 Page 1 I D: PDYLfd_5MdK4MSQTz?ZfRxyuFUH-yl wiTBNS_imUZgfal8fJR6sl_UP79nvgbwzOswziuKB -1-0-0 4-0-0 1-0-0 4-0-0 3x4 = LOADING (ps" SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.9 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.02 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240 BCLL O.d Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.6 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 Scale = 1:11.1 PLATES GRIP MT20 244/190 Weight: 14 lb FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. 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. NOTES- 1) Wind: ASC 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Dpsf; h=14ft; B=52ft; L=34ft eave=6ft Cat. 11; Exp C; E cl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lum er DOL=1.60 plate grip DOL=1.60 2) This truss h s been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss as been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betwe n the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide meclhanical 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.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfrEKREFERANCE PAGEMII-7473 rev. 10/03/2015 BEFORE USE Is for Individual building not Design valid for use only with MITek® connectors. this design is based only upon parameters shown, and an component 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 Mi�'@k7 Is always reciulred 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, sccANS&?PN QualityCrBeda, DS849 and 0CS1 Bu0dhv Component 6904 Parke East Blvd. Safety /nformationovoilable 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 T13302400 M11323 J6 MONO TRUSS 8 1 � Job Reference (optional) unamoers r russ,i mc., ton neice, - i ID:tP6jtz j7xSx_c_fXi4uzgyuFUG-ODT4gXOkfouLBgEmrsBYzJPUDtd4uE9zgajZOMziuKA 1-0-0 6-0-0 1-0-0 6-0-0 Scale =1:14.6 3x4 = 6-0-0 6-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.11 4-7 >629 360 MT20 244/190 TCDL 7.0 ; Lumber DOL 1.25 BC 0.83 Verl(CT) -0.12 4-7 >617 240 , BCLL 0.0 I ` Rep Stress Incr YES W B 0.00 HOrz(CT) -0.00 3 n/a n/a BCDL 10.01 Code FBC2017ITP12014 Matrix -MP Weight: 20lb FT = 0% LUMBER- BRACING - TOP CHORD ?x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 I BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. �Ib/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 Grav 3=145(LC 1), 2=279(LC 1), 4=102(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft eave=6ft; Cat. II; Exp C; Enc'., GCpi=0.18; MW FRS (directional) and C-C Extehor(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 girdel[(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. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6804 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 ® WARNING - �erity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11111-7473 rev. f0/0312015 BEFORE USE. Design valid fc r 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. Addilional 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, sicirage, delivery, erection and bracing of trusses and truss systems, seeANSWIl OuafflyCrBeda, DSB-89 and BCSI Sugdfng Component 6904 Parke East Blvd. Safety InfolmoBonavallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply 62' Grand Carlton III with porch T13302401 M11323 JB MONO TRUSS 20 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Sep 152011 MI I eK industries, Inc. Wed Feb zl 14:zu:u4 zul t5 rage 1 I D:tP6jtzj7xSx_c_fXi4uz9yuFUG-uP1 SutPM WJOCp_pyPZinWXybuH5 UdhP73ES7woziuKg 1-0-0 8-0-0 1-0-0 8-0-0 Scale=1:17.4 3x4 LOADING (psf), SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Vd 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 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.30 4-7 >319 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017fFP12014 Matrix -MP Weight: 26lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 31 I 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 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. (lb) -Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 3-1-13, 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 lb uplift at joint 3, 228 lb uplift at joint 2 and 15 Ib uplift at joint 4. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 101032015 BEFORE USE. �� Design valid for; 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 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 MITeW 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, seeANSUIPII GualffyCrBeda, DSB.89 and BCSI BuIlding Component 6904 Parke East Blvd. Safety lnfounatbonovaliabie from Truss Plate Institute, 218 N. Lee Street. Suite 312, Mexandrla, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 62' Grand Carlton III with porch ' T13302402 M11323 1 KJ8 MONO TRUSS 4 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce, FL 8.13o s Sep 152017 MI I eK industries, Inc. Wed Feb 21 14:20:05 201 is Page! 1 D:Lcg54J?LuEancmZr4Qb7WMyuFUF-Mcbr5CQ_Hd83Q809zHD02kUrohRsMI VGHuCgSEziuK8 11-3-0 Scale=1:20.3 3x4 = 3x4 = 7-3-4 13-11-12 ' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.01 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.07 7-10 >999 360 MT20 244/190 TCDL 7.01 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.12 7-10 >999 240 BCLL 0.0 i` Rep Stress Incr NO WB 0.46 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 44Ib 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 30 BOT CHORD Rigid ceiling directly applied or 8-9-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=201/Mechanical, 2--166/0-11-5, 6=576/Mechanical Max Horz 2=244(LC 8) Max Uplift 4=-205(LC 8), 2= 305(LC 8), 6=-286(1_C 8) Max Gray 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=-1236l755 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Enc�., GCpi=0.18; MW FRS (directional); 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 GASES) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) I Standard 1) Dead + Roof jive (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= 49, B=-49), 8=0(F=10, B=10)-to-5=-56(F— 18, B= 18) Thomas A. Alban! PE No.39380 10iTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 21,2018 i WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMIF-7473 rev. 101032015 BEFORE USE -- Design valid for use only with MiTeW connectors. This design is based only upon parameters shown, and Is for an Individual building component, not Ist a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design; Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW prevent Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSI/IPII Qua/ByCdledd, DS849 and BCSI Ba1ldUtg Component 6904 Parke East Blvd. Safety Infolmatfonavaiiable from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 14 -13�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, For 4 x 2 orientation, locate plates 0-1/0 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. 'Plate location details available in MiTek20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated, BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only, Industry Standards: ANSI/TPI1: National Design Specification for Metal —_—_ — _P_late_Connected_W_ood Truss_Constructia 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, r) c O U a- O Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 TOP CHORDS 8 7 6 5 JOINTSARE GENERALLYNUMBERED/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, ESR 1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved M= Nil MiTek� MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability brocing 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 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictuno before use. Reviewing. pictures alone fs not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.