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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. RE: ;J31066A- MR, Lu'(.'deMU MiTek USA, Inc. 6904 Parke East Blvd. Sit '� Information: Tampa, FL 33610-4115 C stomer Info: Mel-Ry Const Project Name: Floyd Model: L t/Block: 740 Subdivision: Venture III A dress: 10701 S Ocean Dr. C tiy: Jensen Bch. / Martin Co. State: Florida Dame Address and License # of Structural Engineer of Record, If there is one, for the building. ame: License #: ddress: rite• State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 8.0 Wind Code: N/A Wind Speed: N/A mph Roof Load: N/A psf Floor Load: 55.0 psf This package includes 9 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section.5 of the Florida Board of Professional Engineers Rules. INo. 1Seal# ITrpss Name Date 1 IT8067764 I FL01 G 12/17/016 1 12 IT8067765 I FL02 12/17/016 1 13 `JT8067766 I FL03 12/17/016 1 14 IT8067767 IFL04G 12/17/0161 15 IT8067768 1FL06G 12/17/0161 16 1 T8067769. I FL07 12/17/016 1 7 ITS067770 FL08 2/17/016 8 IT8067771 I FL09G 12/17/016 19 IT8067772 IFL10 12/17/016 The truss drawing(s) `referenced above have been prepared by MiTek Industries, Inc. under riiy.�direct supervision based on the parameters provided by East Coast -Truss. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for thb state of Florida is February 28, 2017. IMPORTANT NOTE: Truss`Engineer's responsibility is solely for design of individual trusses;based upon design parameters shown on referenced truss,draWings. Parameters have not been verified as appropriate, for any -use. Any location identification specified is for file referencetgnly °and has not been used in preparing design. Suitability of truss :designs for any particular building is the responsibility of tWd buildipg designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. ,`,��Illllllf/��', �.. PQUIN ve 68182 Joaquin Velez. PE No.68182 Mrrek USA, Inc. FL Cert 6634 69H Parke East Blvd. Tampa FL 33610 Date, February 17,2016 Velez, Joaquin 1 of 1 i Job " Truss Truss Type City Ply xr 0-6067764 •=cr J31066A FL01G FLOOR GIRDER Job Reference o tional �` 8.000 s Jan 5 2016 MTek Industries, Inc. Wed Feb 1711:35:48 2016)Page 1 East Coast Truss, Ft Pierce, FL 34946 ID:ghkbivULnrdTgmE2EIS1 vzkXyD-WW?QT7gHvSJG00_9MSa2721 g4pKGhR64fy1HuZZzkF69 " 1I Lttrvr'?;til� 1-3-0 ' 0-11� i 1-1-12 , 1-1� 0.11� �—I � it 'I 'Scale=1:34.2 I� J 4x6 I I 3x6 11 3x8 I I 5x6 I I 0 3x8 FP = 3x8 FP = 4x8 II 6x6 = 7x6 II 6x8 = 6x8 = i� 6x8 = 5x5 = 11 12 13 1 i 2 3 4 5 6 7 8 9 10 0 I� d 23 7774 22 21 20 -17 16 15 14 3x8 M18SHS FP 6x6 7x8 II 6x8 3x6 II 5x5 5x5 3x8M18SHSFP = 6x8 = 6x8 = 0 1 0 i Plate Offset X Y - - ZN 2-6-0 7-2-0 3:0-2-4 Ede 13:0-3-0 Ede 22:0-24Ede 23:0-1-12 Ed e , 2-6-0 2-6-0 LOADING psf) SPACING- 1-0-0 CSI. DEFL. Vert(LL) in (lac) -0.11 19-20 Udell >999 Ud 360 PLATES MT20 GRIP 244/190 TOLL 0.0 Plate Grip DOL 1.00 Lumber DOL 1.00 TIC 0.69 BC 0.96 Vert(TL) -0.75 19-20 >317 240 M18SHS 244/190 TCDL BCLL 0.0 10.0 Rep Stress Incr NO WB 0.93 Horz(TL) 0.10 14 n/a n/a Weight: 165 lb FT = 0%F, 0%E BCDL I5.0 Code FBC2014rrP12007 (Matrix) LUMBER -'I BRACING - CHORD Structural wood sheathing directly applied or 4-8-2 oc purlins, TOP C BOT C WEBS TOP BOT C WEBS 1) All 2) PII 3) RE 4) "S 5) RE St 6) HI ct 7) In 0 D 2x4 SP No.2(flal) TOP 01I D 2x4 SP No.1(flat) 'Except except end verticals. 18-25,14-21: 2x4 SP 2850F 1.8E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ,I 2x4 SP No.3(flat) *Except* 13-15: 2x4 SP No.2(flat) II IONS. (lb/size) 25=1266IMechanical, 14=1502/Mechanical (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. i i RD 1-25=1272/0, 13-14=-1488/0, 1-2=-l539/0, 2-3=4167/0, 34=6451/0, 4-6=-831010, 6-7=8311010, 7-8=9925/0, 8-10=9934/0, 10-11=7721/0, 11-12=4929/0, 12-13=-1813/0 ORD 23-24=0/2936, 22-23=0/5379, 20-22=017517, 19-20=0/9231, 17-19=0/9018, 16-17=0/6390, 15-16=0/3455 13-15=0/2308,1-24=0/1960,12-15=2173/0,2-24=1848/0,12-16=0/1950,2-23=011629, 11-16=-1934/0,3-23=1604/0,11-17=0/1762,3-22=0/1418,10-17=-1715/0, 8-19=1554/0, 7-20=121210, 7-19=0/914, 10-19=0/1304, 4-22=1410/0, 4-20=0/1130 i i leri,s ales are MT20 plates unless othenNise indicated. ss checked for a plus or minus 0 degree rotation about its center. r to girders) for truss to truss connections. �ni-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �mmend 2x6 strongbacks, on edge, spaced at 10-0 0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. ngbacks to be attached to walls at their outer ends or restrained by other means. ger(s) or other connection devices) shall be provided sufficient to support concentrated loads) 1693 lb down at 114-4 on top d. The design/selection of such connection devices) Is the responsibility of others. e LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). CASE(S) Standard d + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 orm Loads (pif) Vert: 14-25=5, 1-13=50 centrated Loads (lb) Vert: 8=1693(F) Ag`n p WARNING - Verify deslarameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IMI.7473 rev. 10/0J/2015 BEFORE USE Design valid for use only vvilttTvlTe connectors. his design is based only upon parameters strown, and is for an individual building component, not a truss system. Before use„fljgEI`gg designer must vedfy the appGcabtlity of design parameters and popedy incorporate this design Into the overall bulding design. Bracing in`d i is to prevent buckling of individual lnus web and/or chord members only. Additional temporary and permanent bracing is ahvays requked for stab�itjland'to prevent collapse wdh possible personal injury and property damage. For general guidance regardng the fabricalion, storage, defrvery, erection and bracing of trusses and truss systems, see ANSI/TPII Quafity CrBeda, DSB-89 and BCSI Building Component Salety Inlormalion avaI able from Truss Plate Irufifute, 218 N. Lee Street, Sulfa 312, Alexandria, VA 22314. ,ojii111111//��', E N SF�F� -'- Fes' • Nit. 68182 t '� • E OF '•4U � �� ��z ,���I/IIIIIIiii, Joaquin Velez PE No.68182 MTek USA, Inc: FL Cert 6634 . 6904 Parke W Blvd. Tampa FL33610 Date: February 17,2016 MiTeW 69D4 Parke East Blvd. Tampa, FL 36610 Job I Truss Truss Type Qty ply � J31066A FL02 Floor 5 1 T8067765 Job Reference (optional) ----- � � -- I • -• • •-• • - -• o.uuu s Jan a Zu 10 Ml 1 eK maustrles, Inc,weo reD it 11:35:45 2016 Page 1 Li ID:JxdjZnSNop6lPkWtsUD2pQzklRO-W WtQT7gHvSJG00_9MSa2721 grpLhhvm64MHuZZzkF69 0-2-0 H 1-3-, ; 1-71-7 0 a 0 I �j , 'Scale = 1:34.9 6x6 — �13x3 = 4x4 = 1 2 3 a 24 II 23 3x3 II q 4x6 = 3x3 = 3x3 = 3x3 = 1x4 11 1x4 I I 3x3 = 3x6 FP = 4 5 6 7 8 9 10 22 21 20 19 18 17 4x4 = 3x8 M18SHS FP = 3x3 = 3x3 = 3x3 = 3x3 = 4x4 = 3x3 = 6x6 = 11 12 13 ------------ l�¢ 16 15 14 4x4 = 4x6 = 3x3 II LOADING (p1"0 TCLL 4 :0 TCDL 1.0 BCLL 10 BCDL "0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.70 BC 0.86 WB 0.69 (Matrix) DEFL, in (loc) I/deft Ud Vert(LL) -0.34 18-19 >691 360 Vert(TL) -0.53 18-19 >442 240 Horz(TL) -0.09 13 n/a n/a PLATES MT20 M18SHS Weight: 107 lb GRIP 244/190 244/190 FT = O%F, 0%E LUMBER- BRACING - TOP CHOR ;I 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-4-12 oc purlins, BOT CHOR 2x4 SP No.1(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTION II (lb/size) 13=1077/0-1-8, 1=107710-1-8 FORCES. �(lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHOR 1-3=1122/0, 3-4=2743/0, 4-5=-3797/0, 5-6=-4331/0, 6-7=-4331/0, 7-8=-4331/0, 8-10=3797/0, 10-11=2743/0, �� 11-13=-1122/0 BOTCHO 22-23=0/2058,21-22=0/3404, 19-21=0/4163, 18-19=0/4331, 17-18=0/4163, 16-17=0/3404, 15-16=0/2058 WEBS 13-15=0/1455, 1-23=0/1455, 11-15=1308/0, 3-23=-1308/0, 11-16=0/954, 3-22=0/954, 10-16=919/0, 4-22=919/0, i 10-17=0/546, 4-21=0/546, 8-17=509/0, 5-21=-509/0, 8-18=160/576, 5-19=-160/576, 6-19=269/28, 7-18=269/28 NOTES- 1) Unbalan' ed floor live loads have been considered for this design. 2) All plate are MT20 plates unless otherwise indicated. 3) Plates cl ecked for a plus or minus 0 degree rotation about its center. 4) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 13, 1. 5) "Semi-rt' id pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6) Recom 'end 2x6 srngbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strong ticks to be attached to walls at their outer ends or restrained by other means. 7) Gap be een inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. ,`11//IIIIl11j14# .• PQviN , No 68182 E OF •:4U� O •R 1 �,,�. �0M rkI— �11111111110% Joaquin Velez PE N6.68182 MiTek USA, Inc. FL.Cert 6634 6904 Parke East Blvd. Tampa FL M610 Date: February 17,2016 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGE M11.7473 rev. 1010312015 BEFORE USE. D sign valid for use only. with MTekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not e a truss system. Before userlFi ;J?Zilding designer must verify the applicability of design parameters and properly Incorporate ihk design Into the overall b "ilding 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 f bricailon, storage, delivery, erection and bracing of trusses and truss systems, see ANSI(TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. SI lety Information avalable from Truss Plate Institute. 218 N. Lee Street, Suite 31 Z Alexandra, VA 22314. Tampa, FL 36610 Job j Truss Truss Type Qty Ply I T.8067766 LbReferenre J31066A ,� FL03 Floor 2 1 '! (optional) a East Coast Truss, Ft Pierce, FL 34M 8.000 s Jan 5 2016 MTek Industries, Inc. Wed Feb 1711:35:49 2016 Page 1 ID:jxdjZnSNop61Pkw7sUD2pQzklRO_IzogThvgIR70AZLwA5HfFeu6DIIQQVFJ00R50zkF68 020 t • H 1-3 0 1�� �3-0 0.y0 'I 1 d it tale=1:34.9 it I 3x3 — 5x5 = it 3x3 = 3x3 = 3x3 = 3x3 = 3x3 = 3x8 = 3x8 FP = 1x4 II 3x3 = 3x3 = 5x5 — 1 jl 2 3 4 5 6 287 8 9 10 11 12 13 o l7o� � I s s 27 i 26 25 24 23 22 s 21 20 18 17 16 15 14 3x3 I I 3x3 = 3x3 = 1x4 11 1x4 I I 3x3 = 3x6 FP = 3x3 11 3x3 = 1x4 II 3x3 = 3x3 = 3x3 II I I 3x4 = i I 0-2.0 �L 8-0 -0 6-0-0 -6-0 - 0.8 13-3-0 8-0-0 0-0-0 -0 0. -0 --0 2-6-0 3-10-0 2-6-0 1-4-8 1-4-8 5-3-0 1-6-0 0- -0 Plate Offsets .YI— 11:0-2-0.Edoe1. 113:0-2-0.Edae1 LOADING ( sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 4 .0 Plate Grip DOL 1.00 TC 0.48 Vert(LL) -0.05 24-25 >999 360 MT20 2441190 TCDL 1 1.0 Lumber DOL 1.00 BC 0.58 Vert(TL) -0.08 24-25 >999 240 BCLL 0 Rep Stress Incr YES WB 0.41 Horz(TL) -0.02 13 n/a We BCDL 0 Code FBC2014/TPI2007 (Matrix) Weight: 111 lb FT = O%F, O%E LUMBER- ;I BRACING - TOP CFI R 2x4 SP No.2(flat) , TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHOR 2x4 SP No.2(flal) except end verticals. WEBS 2x4 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied orb-0-0 oc bracing. REACTIONS. (lb/size) 19=122810-8-0, 1=575/0-1-6, 13=35010-1-8 Max Grav 19=1228(LC 1), 1=594(LC 10), 13=403(LC 4) FORCES. 1(lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHO D 1-3=565/0, 3-4=119110, 4-5=132410, 5-6=1057/0, 7-9=-180/302, 9-10=-569/100, '10-11=-569/100, 11-13=-346/0 BOT CHO D 25-26=0/1024, 24-25=011324, 23-24=0/1324, 22-23=0/1324, 20-22=01796, 19-20=629/0, 18-19=-62910, 17-18=100/569, 16-17=100/569, 15-16=0/597 WEBS i 7-19=118810, 1-26=0/731, 7-20=0/851, 3-26=644/0, 6-20=-786/0, 6-22=0/415, 5-22=-429/0, 13-15=0/445, 7-18=0/573, 11-15=-355/27, 9-18=-637/0 NOTES- 1,1 1) Unbala ced floor live loads have been considered for this design. 2) Plates ecked for a plus or minus 0 degree rotation about its center. 3) Provid mechanical connection (by others) of truss to bearing plate at joint(s) 1, 13. 4) "Semi- gid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Reco mend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strong 'acks to be attached to walls at their outer ends or restrained by other means. 6) Gap b tween inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 7) CAUT�ON, Do not erect truss backwards. QUIN No 66182 E OF .:�-/ SONALS %**, ' Joaquin Velez PE No.68182 Wek USA, Inc. FL Cert 6634 699 Parke East.Blvd: Tampa FL 33610 Date: February 17,2016 WARNING -Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITEX REFERENCE PAGE MII.7473 rev. 10/072015 BEFORE USE esign valid for use only with WOO connectors. This design 4 based only upon parameters shown, and is for an individual building component not liruss system. Before ii:e thQbTiilaing designer must verify the appricobTfy of design parameters and properly incorporate this design info the overall ulding design. Bracing Indicated is to prevent buckling of vidual truu web and/or chord members only. Additional temporary and permanent bracing ',lakvays requ'ved for stab0fyond to prevent collapse with possible personal injury and property damage. For general guidance regarding the MITe'C' a . tion. storage, delivery, erection and broc(ng of trusses and tans systems, see ANSI{TPII Qualify Criteda, DSB-89 and BCSI BuBding Component elety Informa},on available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 a Job Truss Truss Type Qty Ply T8067767 J31066A J'�;FL04G FLOOR GIRDER 1 1 l Job Reference (optional) East Coast Truss,' � Ft. Pierce, FL 34946 5.000 s uan a 2016 Ivll I aK rr luutlulus, ina vvcu rsu i r i ,:Qj:- c� w rays ID:ghkbivULnrdTgmc2EISlvzkXyD-Sv7BtpYR3Z eJBYUtdWCT7?Cd2x9ksPXgm?eSzkF67 1-3-0� 1 Scale=1:34.2 5x6 II 46 11 3x6 FP = 3x6 FP = . 6x8 4x6 II 3x6 II 3x6 II 6x12 = 3x6 II 3x6 11 6x6 = 1 2 3 4 5 6 7 8 9 10 11 12 it li m ta- I B 27 j 26 25 24 23 2221 6 20 e 8 17 16 15 14 13 3x6 II 16x6 I I 3x6 11 3x6 I I 3x6 I I 3x6 FP = 6xIO M18SHS = 3x6 FP = 6x6 = 3x6 I I 3x6 II 5x6 I I 3x6 II 5x6 11 5x6 11 LOADING TCLL TCDL BCLL BCDL LUMBER - TOP CHOI BOT CHOI WEBS TOP C BOT C WEBS SPACING- 1-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC2014rrP12007 CSI. DEFL. In (loc) Udell Lid TC 0.71 Vert(LL) -0.04 24 >999 360 BC 0.75 Vert(TL) 0.15 24 >954 240 WB 0.97 Horz(rL) 0.03 13 n/a n/a (Matrix) BRACING- 2x4 SP NoAfiat) TOP CHORD 2x4 SP No.2(flat) 2x4 SP No.3(flat) *Except* BOT CHORD 7-20: 2x4 SP No.2(flat) (lb/size) 27=1590/Mechanical, 19-3678/0-8-0, 13=1006/Mechanical Max Grav 27=1610(LC 3), 19=36713ILC 1),\3=1094(LC 4) - Max. Comp./Max. Ten. - All forces 2.50 (lb) or less except when shown. 1-27=1589/0, 12-13=1111/0, 1-2=1607/0, 2-3=3444/0, 3-4=-3723/0, 4-6=-2731/0, 6-7=0/303, 7-9=0/1009, 9-10=-1429/0, 10-11=-1429/0, 11-12=-990/0 25-26=0/3082,24-25=0/3723i23-24=0/3723,22-23=0/3723,20-22=0/1819, 19-20=2163/0,17-19=-2163/0,16-17=0/1429,15-16=0/1429,14-15=0/1774 7-19=3413/0, 1-26=0/2045, 7-20=012449, 2-26=1953/0, 6-20=-2465/0, 2-25=0/503, 6-22=011258, 3-25=-477/0, 4-22=-1367/0, 3-24=-310/0, 4-23=0/297, 12-14=0/1260, 7-17=0/1776, 11-14=1038/0, 9-17=-2280/0, 11-15=747/0, 9-16=01504 PLATES GRIP MT20 2441190 M18SHS 244/190 Weight: 161 lb FT = 0%F, 0%E Structural wood sheathing directly applied or 6-0-0 cc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 19-20,17-19. 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Plate' checked for a plus or minus 0 degree rotation about its center. 4) Refe'!to girder(s) for truss to truss connections. 5) Loa !case's) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14 has/have been modified. Building designer must review loads to verify that they are correct for the Intended use of this truss. 6) "Se i-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Rec ''mmend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Stro Igbacks to be attached to walls at their outer ends or restrained by other means: 8) CA TIOJJ Do not erect truss backwards. 9) In t le LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOA 'CASE(S) Standard 1) De d + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Un orm Loads (plf) Vert: 13-27=5, 1-12=310(F=260) 2) De Id: Lumber Increase=1.00, Plate Increase=1.00 Un form Loads (plf) Vert: 13-27=5, 1-12=310(F=260) 3) 1 s IlDead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 �IIIIIIIIiII %% *.oPQviN• vF�.,. • No 68182 !ice O: ATE OF •:��� �ONA1:Er% ,IIIII1111111��` Joaquin Velez PE No.68182 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 17,2016 ICI WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 101032015 BEFORE USE i Design valid for use only WithM7ek0 connectors. This design Is based only upon parameters shown, and is for an individual building component, not r • I a truss system. Before use; _e`C6VJjfafng 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 Welk' 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 tenses and truss systems, see ANSI(TPIII Qualiy. Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. I Safety Intosmatfon available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 36610 I �i Truss Truss Type Qty Ply FJ3066A � T8067767 FL04G FLOOR GIRDER 1 1 Jab Reference o tional East Coast Tru • LOAD CASE(.' Uniform Loa Ver 4) 2nd Dead + Uniform Loa 5) 3rd unball Uniform L 11) 5th Uni 12) 6th Uni 13) 7th Uni 14) eth FL Pierce, FL 34M 8.000 s Jan 5 2016 MiTek Industries, Inc. Wed Feb 1711:35:50 2016 Page 2 ID:ghkbivULnrdTgm2EISlvzkXyD-Sv7BtpiYR3Z eJBYUtdWCT7?Cd2x9ksPXgm?eSzkF67 Standard i (plf) 13-27=5,1-7=-310(F=260),7-12=-194(F=-184) oor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 s (plo 13-27=5, 1-7=194(F=184), 7-12=-310(F=-260) d Dead: Lumber Increase=1.00, Plate Increase=1.00 V AWARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10ID32015 BEFORE USE Design valid for use only with Mgek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not e a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall j building design. Bracing indicated Is to prevent buckling of individual fnus web and/or chord members only. Additional temporary and permanent bracing MiTek' i is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the I fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSi Building Component 6904 Parke East Blvd. �I Safety Information avolable from Truss Plate Institute, 218 N. Lee Street, Suite 31Z Alexandria, VA 22314. Tampa, FL 36510 a Job Truss Truss Type Qty Ply I T8067768 J31066A it FL06G Floor Girder 1 1 Job Reference (optional) East coast TruLFLierce, rL i,UM140 o. s alaa cu w rvu r cnin uau,ca, ,nc. , yID:ghkbivULnrdTgrrx2EIS1vzkXyD-w5hZ59iACNhrFTjk1 aBlkgfBXOPHuKyYmKVYAuzkF66 0-2-0 H scale=1:18.7 THA422 5x5 ,i 3x3 = 3x3 = 1x4 II 3x3 = 3x6 = 1 I 15 2 3 THA422 4 5 3x3 — 6 7 PT , i I i i l13 L3x3',"' 3x4 = 12 3x3 = 11 1x4 II 10 9 3x3 = 3x4 = 8 3x3 II - -8 5-8-8 2-6-0 1-6-0 Plate Offset Y X 1:0-2-0 Ed e LOADING Iso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 0.0 TCDL 0.0 Plate Grip DOL Lumber DOL 1.00 1.00 TC 0.67 BC 0.68 Vert(LL) Vert(TL) -0.07 10-11 >999 360 -0.10 10-11 >999 240 MT20 244/190 BCLL 0.0 BCDL ! 5.0 Rep Stress Incr NO Code FBC2014rrP12007 WB 0.41 (Matrix) Horz(TL) 0.01 8 n/a n/a Weight: 62 Ito FT = O%F, G%E LUMBER- II BRACING - TOP CHO D 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or-S-0-0 oc purlins, BOT CHO D 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0, oc bracing. REACTIO S. (lb/size) 8=623/Mechanical, 1=740/0-1-8 FORCES. f (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CH RD 7-8=616/0, 1-3=665/0, 3-4=1435/0, 4-5=1435/0, 5-6=-1289/0, 6-7=-585/0 BOT CH RD 12-13=0/1218, 11712=0/1435, 10-11=0/1435, 9-10=0/1098 WEBS 1I 7-9=Of778, 1-13=01857, 6-9=714/0, 3-13=77910, 6-10=01305, 3-12=0/319, 5-10=-319/0 NOTES- N 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer o gtrder(s) for truss to truss connections. 4) Pro mechanicel connection (by others) of truss to bearing plate at joint(s) 1. 5) "Sem 'rigid pitchbreaks Including heels" Member end fixity, model was used in the analysis and design of this truss. 6) Reco I, mend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Stron backs to be attached to walls at their outer ends or restrained by other means. 7) Gap l lween inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 8) CAU ON, Do not erect truss backwards. 9) Use impson Strong -Tie THA422 (6-16d Girder, 6-1 Od Truss) or equivalent at 1-3-0 from the left end to connect truss(es) to back face "ftop chord. 10) Us Simpson Strong -Tie THA422 (Single Chord Girder) or equivalent at 3-1-4 from the left end to connect truss(es) to back face of to chord. 11) Fill,all nail holes where hanger is in contact with lumber. 12) In ,� a LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD ICASE(S) Standard 1) De d + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uni orm Loads (pit) Co 'IVert: 8-14=10, 1-7=100 entrated Loads (lb) I'll Vert: 3=-87(B) 15=-89(B) ,%11111111f't", QUIN i No 68182 ir E OF : 4C7 ff1111111 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 69M Parke EastBlvd, Tampa FL 33610 Date: February 17,2016 WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE • its., esign valid for use only with Mill 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• Ls 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, see ANSI/TPIT Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. sSafety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply l T8067769 J31066A FL07 Floor 1 1 I Jab Reference o tional cast uoasi I russ;I M vierce, hL d4a4a h 0-2-0 I --I 1-3-0 II !I a • it 5x5 ;i 3x3 = 3x3 = 1 I 2 3 Y LOADINC TCLL TCDL BCLL BCDL LUMBER TOP CH BOTCH WEBS TOP C BOT C WEBS 1-6-8 1x4 II 4 53x3 6.000 s Jan 5 2016 MiTek Industries, Inc. Wed Feb 17 11:35:512016 Page 1 ID:ghkbivULnrdTgmQEISlvzk (yD-w5hZ59iACNhrFTjk1 aBlkgfFBOP4uLrYmKVYAuzkF66 3x3 = 6 Scale=1:18.7 3x6 = 7 14 III 13 12 11 10 9 ' 8 3x3111 3x3 = 3x3 = 1x4 II 3x3 = 3x3 = 3x3 II )SO SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP 0.0 Plate Grip DOL 1.00 TTIC0.44 Vert(LL) -0.07 10-11 >999 360 MT20 244/190 0.0 Lumber DOL 1.00 BC 0.69 Vert(TL) -0.10 10-11 >999 240 0.0 Rep Stress Incr YES WB 0.35 Horz( L) 0.01 8 n/a n/a 5.0 Code FBC2014frP12007 (Matrix) Weight: 62 lb FT = O%F, O% E O 4 I;I BRACING- O D 2x4 SP No.2(flat) TOP CHORD D 2x4 SP No.2(flat) 'I 2x4 SP No.3(flat) BOT CHORD S. (Ib/size) 8=594/Mechanical, 1=594/0-1-8 Ij (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. RD 7-8=587/0, 1-3=547/0, 3-4=129210, 4-5=1292/0, 5-6=-1195/0, 6-7=-552/0 IIRD 12-13=0/1010,11-12=0/1292,10-11=0/1292,9-10=0/1038 7-9=—W735, 1-13=0/706, 6-9=676/0, 3-13=651/0, 6-10=0/258, 3-12=0/488, 5-10=253/2 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1) Unbal need floor live loads have been considered for this design. 2) Plate 'checked for a plus or minus 0 degree rotation about its center. 3) Refer o girder(.) for truss to truss connections. 4) Provi a mechanical connection (by others) of truss to bearing plate at joint(s) 1. 5) "Sam *rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6) Reco mend 2x6 strongbacks, on edge, spaced at 10-0-0, oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strop (backs to be attached to walls at their outer ends or restrained by other means. 7) Gap ¢etween inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 8) CAUTION, Do not erect truss backwards. ,,`,1L„11 i 11111'r ll"I No 68182 E O F • �1► ;0.. •�`% 0 R 1 O Joaquin Velez PE No.68182 II USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: I February 17,2016 �— WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10103,2015 BEFORE USE. 'Design valid for use only with MTek@ 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 bulding 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 regardng the fabrication, slcrage, deWery, erection and bracing of trusses and truss systems, see ANSIJPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 31Z Alexandra, VA 22314. Tampa, FL 36610 O 4 I;I BRACING- O D 2x4 SP No.2(flat) TOP CHORD D 2x4 SP No.2(flat) 'I 2x4 SP No.3(flat) BOT CHORD S. (Ib/size) 8=594/Mechanical, 1=594/0-1-8 Ij (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. RD 7-8=587/0, 1-3=547/0, 3-4=129210, 4-5=1292/0, 5-6=-1195/0, 6-7=-552/0 IIRD 12-13=0/1010,11-12=0/1292,10-11=0/1292,9-10=0/1038 7-9=—W735, 1-13=0/706, 6-9=676/0, 3-13=651/0, 6-10=0/258, 3-12=0/488, 5-10=253/2 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1) Unbal need floor live loads have been considered for this design. 2) Plate 'checked for a plus or minus 0 degree rotation about its center. 3) Refer o girder(.) for truss to truss connections. 4) Provi a mechanical connection (by others) of truss to bearing plate at joint(s) 1. 5) "Sam *rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6) Reco mend 2x6 strongbacks, on edge, spaced at 10-0-0, oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strop (backs to be attached to walls at their outer ends or restrained by other means. 7) Gap ¢etween inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 8) CAUTION, Do not erect truss backwards. ,,`,1L„11 i 11111'r ll"I No 68182 E O F • �1► ;0.. •�`% 0 R 1 O Joaquin Velez PE No.68182 II USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: I February 17,2016 �— WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10103,2015 BEFORE USE. 'Design valid for use only with MTek@ 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 bulding 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 regardng the fabrication, slcrage, deWery, erection and bracing of trusses and truss systems, see ANSIJPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 31Z Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qry Ply T8067770 I J31066A I FLO8 Floor 4 1 Job Reference (optional) East Coast Truss, i I-L Pierce, rL wage i -2-0 1-3-0 it H r� �I �I tll US = 3x3 = i 1 2 i t � I 4 I i it 4x4'=1x4 II 3 4 8.000 s Jan 5 2016 MTek Industries, Inc. Wed Feb 1711:35:52 2016 Page 1 ID:ghkbivULnrdTgrrx2EISlvzkXyD-PHExlVjozgpitdlwblf HuCRvQg2dp7i7_F6iLzkF65 Scale=1:18.2 1x4 II 3x3 = 5 6 3x6 = 7 0 13 12 11 10 9 8 3x3 II 3x3 = 4x4 = 3x3 = 3x3 = 3x3 I I LOADING (1st) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES - GRIP TCLL 46.6 Plate Grip DOL 1.00 TIC 0.38 Vert(LL) -0.03 10 >999 360 MT20 244/190 TCDL 19.0 Lumber DOL 1.00 BC .0.33 Vert(TL) -0.04 10 >999 240 BCLL 0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.01 8 n/a n/a BCDL 15.0 Code FBC2014frP12007 (Matrix) Weight:471b FT=O%F, 0°hE LUMBER- BRACING - TOP CHO 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, BOT CHO D 2x4 SP No:2(flat) except end verticals. WEBS I 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc_bracing. REACTIO I5. (lb/size) 8=454/Mechanical, 1=454/0-1-8 FORCES. ;I (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHO D 7-8=-447/0, 1-3=-500/0, 34=-939/0, 4-5=-939/0, 5-6=939/0, 6-7=-490/0 BOT CHO D 11-12=0/898, 10-11=0/939, 9-10=0/912 WEBS I 7-9=0/597, 1-12=0/592, 6-9=-532/0, 3-12=507/0, 4-11=318/36, 3-11=50/394, 6-10=-69/304 NOTES- II 1) Unbala ced floor live loads have been considered for this design. 2) Plates hacked for a plus or minus 0 degree rotation about its center. 3) Refer t" girder(s).for truss to truss connections. 4) Provid ,i mechanical connection (by others) of truss to bearing plate at joints) 1. 5) "Semi rigid pitchbreaks including heels" Membenend fixity, model was used in the analysis and design of this truss. 6) Reco 2x6 strongbacks, on edge, spaced at 10-0-0 :Do and fastened to each truss with 3-1 Od (0.131" X 3") nails. mend Stron Tacks to be attached to walls at their outer ends or restrained by other means. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. �%% 8) CAU CON, Do not erect truss backwards. %% OPp • • • . F�(C J; ��G ��•` .� No; 68182 .�• E OF •.�� O 1 Joaquin Velez PE No.68182 Mffek USA, Ina FL Gert 6634 6904 Parke EastBlvd. Tampa FL 33610 Date: I February 17,2016 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03,2015 BEFORE USE. 'Design valid for use only with M7ek•O 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 property incorporate this design Into the overall ;building design. Bracing indicated is to prevent buckling of Individual thus web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Ilfabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI(TPli Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 qw. I i� Job Truss Truss Type City Ply T8067771 J31066A FL09G FLOOR GIRDER 1 1 � Job Reference (optional) East Coast Truss, 1!1 Ft. Pierce, FL 34U46 ID:ghkbivULnrdTgrrx2ElSlvzkXyD-PHE0jozgpitdlwblf HuC14QhwdjCi7_F6iLzkF65 H 1-3-0 14-8 3x6 = 6x8 = 3x6 II 3x6 II 1 2 3 10 6x6 = 4 5x5 = 3x6 II Scale = 1:11.7 Plate Offsets 'X li— i1.0 1 8 0 0-41 17.0 3 0 0 0 Ol 18.0 1 8 Edoel i9•Edae 0 3-Ol LOADING (sf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 4 ..0 Plate Grip DOL 1.00 TC 0.94 Vert(LL) -0.04 7 >999 360 MT20 244/190 TCDL 1 -.0 Lumber DOL 1.00 BC 0.91 Vert(TL) -0.07 6-7 >989 240 BCLL 0.0 Rep Stress Incr NO WB 0.66 Horz(TL) 0.00 5 n/a n1a BCDL &0 Code FBC20141TP12007 (Matrix) Weight:51 lb FT=O%F, O%E LUMBER TOP CHOR 2x4 SP No.l(flat) BOT CHOR , 2x4 SP N9:2(flat) WEBS II 2x4 SP No.3(flat) `Except- 1 1-8:2x4SP No.2(flat) REACTIONS. (lb/size) 9=1275/0-5-8, 5=1693/Mechanical FORCES. I (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown TOP CHO D 1-9=1421/0, 45=1726/0, 1-2=-1768/0, 2-3=1767/0; 3-4=1095/0 BOT CHO D 7-8=0/1767, 6-7=0/1767 WEBS ,� 4-6=0/1394, 1-8=0/2165, 3-6=871/0, 2-8=-743/0, 3-7=621/0 BRACING - TOP CHORD Structural wood sheathing directly applied orb-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- ' 1) Unbala cad floor live loads have been considered for this design. 2) Plates hacked for a plus or minus 0 degree rotation about its center. 3) Refer t girder(s) for truss to truss connections. 4)"Semi- gid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Reco mend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131"X 3") nails. Strong acks to be attached to walls at their outer ends or restrained by other means. 6) CAUT ON, Do not erect truss backwards. 7) In the OAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CSE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Unifoi Loads (plf) li Vert: 5-9=-5, 1-10=-398(1`=348), 4-10=71 O(F=-348, B=312) ,,` 1ill,1111111J.. PQUIN vF� ;%` �a��GENSF�����. No 68182 � r ice• * •�� E OFOR •:�4• O P . \�`�. �118111111It Joaquin Velez PE No.68182 MTek USA, Inc: FL Cert 6634 6904 Parke East Blvd. Tampa FL 3961R Date: February 17,2016 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. ° esign valid for use only with MnekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not buss 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 stabTty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the ,(abricatlon, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Creerla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 i 4V i Job FFL1 Truss Type Qty Ply T8067772 j J31066A Floor 2 1 tl Jab Reference (optional) East Coast Truss, I FL Pierce, FL 34946 8.000 s Jan 5 2016 MTek Industries, Inc. Wed Feb 1711:35:53 2016 Page 1 ID:ghkbivULnrdTgmr2EiSlvzkXyD-tUoJWrkQk xZVns797ADp51gbgEAMJTrDe fEnzkF64 0-1-83x6 = II 1--11 3xI = 1-1-0 2 1x4 iII�3 x41II 1-3-0 4, Scale =1:9.4 'I 9 f I o LOADING TCLL TCDL BCLL BCDL LUMBER - TOP CHOI BOT CHOi WEBS m FORCES. NOTES- 1) Uhbalai 2) Plates ( 3) Refert( 5) 6) 3x6 _ 3x3 11 SPACING- 2-0-0 CSI. DEFL. in (lac) Well L/d Plate Grip DOL 1.00 TC 0.13 Vert(LL) -0.00 6 >999 360 Lumber DOL 1.00 BC 0.08 Vert(TL) -0.00 5-6 >999 240 Rep Stress Incr YES WB 0.09 Horz(rL) 0.00 5 n/a n/a Code FBC2014fTP12007 (Matrix) 2x4 SP No.2(flat) 2x4 SP No.2(flat) 2x4 SP No.3(flat) (lb/size) 8=181/0-5-8, 5=187/Mechanical - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown PLATES GRIP MT20 2441190 Weight: 27 lb FT = O%F, O%E BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-8 cc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. :d floor live loads have been considered for this design. cked for a plus or minus 0 degree rotation about its center. rder(s) for truss to truss connections. I pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. nd 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-10d (0.131" X 3") nails. ks to be attached to walls at their outer ends or restrained by other means. , Do not erect truss backwards. 11111111/►II No 68182 E OF •:�441 ON �'#I11111111`` Joaquin Velez PE No.68182 Mrrek USA, Ina. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 17,,2016 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 1010312015 BEFORE USE. esign vdid for use only with MirekO connectors. Tha design is based only upon parameters shown, and Is for an incvidual bulding component, not • truss system. Before use, the building desfgnermust verify the applcabllity of design parameters and properly incorporate this design into the overall 'ulding design. Bracing indicated Is to prevent buckring of individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek" ahvays requ'ved for stabTty an ct to prevent collapse with possible personal Injury and property damage. l- aneral guidance regardng the obdcation, storage, del'nery, erection and bracing of trusses and inns systems, see gNSI(TPII Quanty Criteria, DSB-89 and BCSI Binding Component 6904 Parke Easl Blvd. ale ty Inlarmalion avalable from Truss Plate Imtitute. 218 N. Lee Street. Suite 312. Alexondno, VA 22314. Tampa, FL 36610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 ,Vl G , For 4 x 2 orientation, locate plates 0-'na' 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 width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. 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 Plate_Connected Wood Truss Construction. DSB-89: Design Stan ar o �--- BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS [CC -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 0 _ M—M ■iiiiw ■ MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 -- A- General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal orX-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, properly 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 purfins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiring 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 t 1 k , . TRINITY I ERD APp,ENDIX 1: ATTACHMENT -REQUIREMENTS FOR:WINO:UPLiF,r:RESISTA_ NLE Page Application Type Description Table Deck PP 5 Wood New or Reroof (Tear -Off) A-2 Mech. Attached Anchor Sheet, bonded Insulation, Bonded Roof Cover � 5 New, Reroof (Tear -Off) or Recover B-1 Mech. ALtached Base Insulation, Bonded Top Insulation; Bonded Roof Cover 1g Wood 5-6 New, Reroof (Tear -Off) or Recover C Mech. Attached Insulation, Bonded Roof Cover 1C Wood 7 New, Reroof (Tear -Off) or Recover D Insulated, Mech. Attached,Base Sheet, Bonded Roof Cover 1D Wood 7-8 New or Reroof (Tear -Off) E Non -Insulated, Mech. Attached Base Sheet, Bonded Roof Cover lE•1 Wood 8 New, Reroof (Tear -Off) or Recover E Non -Insulated, Mech. Attached Base Sheet, Bonded Roof Cover 1E-2 Wood 9-14 2A-1 Steel or Conc. New, Reroof (Tear -Off) or Recover B.1 Mech. Attached Base Insulation, Bonded Top Insulation, Bonded Roof Cover 8.2 Mech. Attached Thermal Barrier, Bonded Temp Roof, Bonded Insulation, Bonded Roof Cover 15-16 2A-2 Steel or Conc. New, Reroof (Tear -Off) or Recover 17-28 C Mech. Attached Insulation; Bonded Roof -Cover 2B Steel or Conc. New, Reroof (Tear -Off) or Recover 29-30 New, Reroof (Tear -Off) or Recover D Insulated, Mech. Attached Base Sheet, Bonded Roof Cover 2C Steel or Conc. 31-36 New or Reroof (Tear -Off) A-1 Bonded Insulation, Bonded Roof Cover 3A Concrete 37-41 New or Reroof (Tear -Off) A-3 Bonded Temp Roof, Bonded Insulation, Bonded Roof Cover 3B Concrete 41 New or Reroof (Tear -Off) F Non Insula[ed.,.Bonded Roof Cover 3C Concrete 42-50' New or Reroof (Tear -Off) A-1 Bonded Insulation, Bonded Roof Cover 4A LWIC 51 New or RPrnnf:fTear-Offi A-2 Mech. Attached Anchor Sheet, Bonded Insulation, Bonded Roof Cover _ 52.54 4B Lvvii- Ne --New or Reroof (Tear -Off) E Non -Insulated, Mech. Attached Base Sheet, 55 4C-1 LWIC E -Non-Insulated, Mech. Attached Base Sheet, Bonded Roof Cover 4C-2 LWIC New or Reroof (Tear -Off). A-1 Bonded Insulation, Bonded Roof Cover 56 SA CWF New or Reroof. (Tear -Off) Mech. Attached Anchor Sheet, Bonded Insulation; Bonded Roof Cover 56 SB CWF New, Reroof (Tear -Off) or Recover A-2 Mech. Attached Base Insulation, Bonded Top Insulation, Bonded Roof Cover 56 5C CWF New; Reroof (Tear -Off) or Recover B-1 Mech. Attached Insulation, Bonded Roof Cover 57 SD CWF New, Reroof (Tear -Off) or Recover C Insulated, Mech. Attached Base Sheet, Bonded Roof Cover 57 5E CWF New, Reroof (Tear -Off) or Recover D Non -Insulated, Mech:. Attached Base Sheet, Bonded Roof Cover 57 5F CWF New, Reroof (Tear -Off) or Recover E Bonded Insulation, Bonded Roof Cover 58-59 6A Gypsum Reroof (Tear -Off) A-1 Mech. Attached Anchor Sheet, Bonded Insulation, Bonded Roof Cover 60 68 Gypsum Reroof (Tear -Off) A-2 Mech. Attached Base Insulation, Bonded Top insulation, Bonded Roof Cover 60 6C Gypsum Reroof (Tear -Off) B-1 Mech, Attached Insulation, Bonded'Roof Cover 61 6D Gypsum Reroof (Tear -Off) C Insulated, Mech. Attached Base Sheet, Bonded Roof Cover 61 6E Gypsum Reroof (Tear -Off) D E Non -Insulated; Mech. Attached Base Sheet, Bonded Roof Cover 61 6F Gypsum Reroof (Tear -off) A-1 Banded Insulation, Bonded Roof.Cover 62-67 7A Various Recover Evaluation Report F8970.01. - - 84=Ml Exterior Research and Design. LLC. d/b/a Trinity) ERD Revision 11: 04/08/2015 Certificate o1 Authorization 919503 Appendix 1, Page 1 of 67 Prepaibd by:',Robe R Nleminen, PE-59166 3/16/2016 Florida Building Code Online (317) 816-3806 mcquillentim@firestonebp.com Category Roofing Subcategory Modified Bitumen Roof System Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer R ,Evaluation Report Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the Evaluation Report Florida License PE-59166 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 01/30/2018 Validated By John W. Knezevich, PE �6 Validation Checklist - Hardcopy Received Certificate of Independence FL984 R11 COI 2015- 01 COI Nieminen pdf Referenced Standard and Year (of Standard) Standard Year ASTM D6163 2000 ASTM D6164 2005 ASTM D6222 2008 ASTM D6223 2002 FM 4470 1092 FM 4474 2004 s Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method 1 Option D ittps://www.floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDqupyL97KIMXdPk1fMkoRDaEts7hnisoSxM�/.Iri r �l i fi1N11Y I ERD il. For existing substrates in a bonded recover installation, the existing roof surface shall be examined for compatibility and bond performance with the selected adhesive, and the existing roof system shall be capable of resisting project design pressures on own merit to the satisfaction of the AHJ; as documented through field uplift testing in accordance with ASTM E907, FM LPDS 1-52, ANSI/SPRI IA-1 or TAS 124. 12. For Recover Applications using System Type D. the insulation is optional; however, the existing roof system shall be suitable for a recover application. 13. LWIC shall be cast in accordance with FBC Section 1917 to the satisfaction of the Authority Having Jurisdiction. For systems where specific LWIC is referenced, refer to current LWIC Product Approval for specific deck construction and limitations. For systems where specific LWIC is not referenced, the minimum design mix shall be 300 psi. In all cases, the minimum top -coat thickness is 2-inches. For LWIC over structural concrete, reference is made to FBC Section 1917.4.1, Point 1. 14.. Unless otherwise noted, refer to the following references for bonded base, ply or cap sheet applications. 3 kerior Research and Design,.LLC. d/b/a TrinityIERD Certificate of Authorization 119503 Preparedby.I%berlTJieminen,PE-591t6 1 c FIRESTONE ROOF COVERS Reference Layer Material Application BP -AA (Base and Ply sheets, Asphalt-Applled) Base .MB Base M, Ply IV (M), Ply VI (M); Ply IV, Ply VI Hot asphalt at 20-40lbs/square Ply :Ply IV (M), Ply VI (M), Ply IV, Ply.VI BP -CA (Base.and Ply sheets, Cold -Applied) Base MS Base M Firestone Multi -Purpose MB Cold Adhesive at 1.5 - 2.0 gal/square Ply Ply VI (M), Ply VI BP-CA2 (Base and Ply sheets, Cold -Applied) Base MB Base M Firestone UquiGard Membrane Adhesive at 1.S - 2.0 gal/square Ply. . Ply VI (M), Ply V1 SBS-AA (SBS, Asphalt -Applied) Base SBS Base, SB5 Base-P SBS PolyBase, SBS Premium Base, SBS Smooth, Hot asphalt at 20-40 Ibs/square Ply SB5 Base, SBS Base-P SBS PolyBase, 585 Premium Base, 50S Smooth Cap SBS Cap,. SBS Cap UltraWhite, SBS FR Cap, SBS Smooth, SBS Premium, SBS Premium UltraWhite, SOS Premium FR, SBS Premium FR UltraWhite, SOS Glass, SBS Glass UltraWhite, SBS Glass FR, SBS Glass FR UltraWhite SBS-CA (SBS; Cold -Applied) Base : SBS Base, 5BS Base-P, SBS PolyBase, SBS Premium Base Firestone Multi -Purpose MB Cold Adhesive at 1.5.2 gal/square Ply SOS Base, SBS Base-P, SBS PolyBase, SOS Premium Base Cap a P 595 Cap, SBS Cap UltraWhite, SBS FR Cap, SBS Smooth, SBS Premium; SBS Premium UltraWhite, SBS Premium FR, SBS Premium FR UltraWhite, SBS Glass, 58S Glass UltraWhite, SBS Glass FR, 505 Glass FR UltraWhite SBS.CA2 (SBS, Cold -Applied) Base SBS Base, 585 Base-P, 5B5 PolyBase, SBS Premium Base Firestone UquiGard Membrane Adhesive at 1.5 - 2.0 gal/square Ply 585 Base, SBS Base-P, SBS PolyBase, SBS Premium Base Cap 585 Cap, SBS Cap UltraWhite, SOS FR Cap, SBS Smooth, SOS Premium, SOS Premium UltraWhite, SB5 Premium Fit, SBS Premium FR UltraWhite, SBS Glass, SBS Glass UltraWhite, SBS Glass FR, SBS Glass:FR.UltraWhite SB5-TA (SB5, Torch -Applied) Base 585 Poly Torch Base, SB5 Glass.Torch Base, SBS Smooth Torch -Applied Ply. ..SBS Poly Torch Base, SBS GlassTorch Base, SOS Smooth Ca P SBS Glass FR Torch, SOS Glass FR Torch UltraWhite, SBS Torch, SBS Torch UltraWhite, SBS FR Torch, SBS FR Torch UltraWhite, SBS Smooth, SBS Premium Torch, SBS Premium Torch UltraWhite, SBS Premium FR Torch,SOS.Premium FR Torch UltraWhite SBS-SA (585, self -adhering) APP-CA (APP,.Cold•Applled) Base Base . BASEGARD SA (see specific listings) APP 80 Glass Base, APP 80 Glass Base-P, APP 160-P, APP 160 COOL, APP 170 COOL, APP Premium Base Self -Adhering Firestone MuILI-Purpose MB Cold Adhesive at LS-2 gal/square Cap APP 160-P, APP 160 COOL, APP 170 COOL, APP 180-P, APP 180 COOL, APP 180' FR COOL, APP 180 FR COOL UltraWhite, APP Premium FR, APP Premium FR UltraWhlte APP-TA Base . APP 80 Glass Base, APP 80 Glass Base-P, APP 160. APP 160-P, APP 170, APP Premium Base Torch -Applied Ply APP 160, APP 160•P, APP 170, APP Premium Base - P--160 APP1611P.APP_L70, APP 180, APP 180-P, APP 190 UltraWhite, APP 190 FR, APP 180 FR UltraWhite, APP Premium FR, APP Premium FR UltraWhite - - --- -- - _ - - - — - - Ce Evaluation Report F8970.01.08.2-Rll for FL984-R11 Revision 11: 04/08/2015 Appendix 1, Page 3 of 67