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HomeMy WebLinkAboutTrussI ZCJ3 ZCJ5 ZCJ5 ZCJ3 --OUR WAR (NG* -- THIS IS A PLA EMENT PLAN FOR ENGINEERED TB LING: SEE FINAL, ENGINEERING SHEETS FOR THE BACK CHARGES WILL NOT BE ACCEPTED UNLESS = �� r COMPONENTS AS DEFINED BY WTCA 1 - 1995. �) FOR THE ERECTION BRACING FOLLOW STRUCTURAL DATA, NUMBER OF GIRDER AND TRUSS DESIGN DEPARTMENT APPROVES THEM IN ADVANCE Q,L'E �EARllti��i I €J� a �� DIAPHRAMS HAVE NOT BEEN ANALYZED BY INSTRUCTIONS ON THE BCSI-B1 SUMMARY SHEETS PLIES AND THE CONNECTION INFORMATION. [ALL HANGERS ARE SIMPSON STRONG -TIE OR USP I [OUR DESIGN DEPARTMENT MUST APPROVE UNLESS OTHERWISE NOTED. INSTALL HANGERS INSTALLED PRIOR TO 'ST'�`I �� EAST COAST TRUSS. 2) PERMANENT BRACING FOR THE STRUCTURE IS HE FOR ERECTION AND INSTALLATION OF TRUSSES RESPONSIBILITY OF OTHERS. ALTERATIONS AND/OR REPAIRS TO TRUSSES IN ACCORDING TO THE CURRENT SIMPSON STRONG -TIE ,��Y iR�SvEvI FAILURE TO DO SO fviAY RESULT FOLLOW INSTRUCTIONS ON THE SCSI-B1 SUMMARY ) INS TALL WEB BRACING AS STATED ON SEALED ( ADVANCE.' aSR USP CATALOG IN DAMAGED TRUSSES AND WILL VOID ALL WARANTIES. I SHEETS AND SEALED ENGINEERED TRUSS DRAWINGS E14GINEERING TRUSS DRAWINGS. �_ ----- 221811 -_ - ----- .- -- --- - it 37101e -- LO —ri U W W W W W U U W W N `Z` N N N N N N N N N N N N tM G`0 a— r r e— e— N M 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0° m m m m m m Co m m m m m m 20 20 20 20 2 20_ 20 20 2 " " " " ZCJ5B_ 0 20 20 20 20 20 20 v O 1 n 1 n 1 n 1 n 1 n 1 n 1 n 1 r 1 w c EJ7B A06G 0 I A05 N ZEJ7B o� N � of tV 64 10 DEL 2x8 LEDGER TOP AT 13'41 by O 03 N o, or Fu I Cl) O N N a.; W W W N N N 22` 8" ffm Lu Lu N N Liz BLDR BLD c, ) 607 BLD 241011 21 OIF 21 0ll 21 of, 21 0" 21.01' ^I OII 21 011 2t 11 /11 01 nr Olr 21 0-1. 2l OII L li G G V 6. U e� ) - B07 _ BL R - - CrI W C9 00 B07 0 DR W e r J I— B07 LDR m 3, 8u ...... — — — — —.— 607 BLDR i B07 0 � 607 N c BLDR N}��a BLDR 2f 0" a B07 0 s LDR j BO7 r C r 0 M O O O O CD CD O O CDO O O CD CD J J J J J J LL J J LL J .J ,J B DR � LL LL U_ LL LL LL LL LL LL LL LL LL LL LL � LL \ B07 i LL BLD 0 B07 BLDR t 0 e'j B07 all T-_ RME ZEJ7B 0o O ZCJ5BGO In Il 0 w u� Ln o o u� u7 0 LO ,n u� O O O O O O Zo O O O O O - O O O 0 to m m m m m m m m m m m m m m m ZCJ36 I LO m yJ� DBL 2x6 PERIMETER LEDGER N N BOTTOM AT 9'-4" o ZCJ5 141 01, 4r 6,1 OD I ZCJ3 i ZCJf — - - ' �yJ, N _ 188 18, -�� u I --owl I _6„ _LO 4 M I £ i I`D CAL O V 2 NSA � z ' i i kkIL illy pop I 101110011010110p1m; r t 111\4 �' RIA j esso ®, 1 10 loom N 110 \ i M�l` • 1 A A 7 A„ _ L C91y -L 2x LEDGER y "UDER -; _� T , 1 =.A ENGINEERED TIMBER r<USS SYSTEMS — - PRODUCTS 91 3 � g c a 5-'=.v 3 ,ctrn�l '�t.,a.'A'S i IRUSS 5285 ST. LUCIE BLVD. FT. PIERCE, FL 34046 � s OFFICE: 972) 466-2480 FAX. (/721466-5736> -, "STOMER.hfarlk Pourers � JOB NAME: Job Name 11ADDRESS:6418 Riveriand Drive 11CITY/COUNTY:Ft Pierce � JOB # J35812 FLOOR r 5 jJOB # J35813 ROOF MODEL: CUSTOM 2-STORY ISO FT 4106 21DATE 04/24/18 LATEST= 5/14118 t -- IN wCCORDANCE wmt THE Fcoamw wnmml—',sraAzro;e cone " ----- 6TG1l6-3tA03 (3) (e), EAST COAST TRUSS I. the - 5 'T,uea I igw F.Il a" c T.. sre bail ins .w .with IM1< - a $$ €6 Florid. Ikl Cale a NOTE: t By approving this placement plan(s), signatured % anywhere on this sheet, the customer or his ' representitive acknowledges that this placement plan complies with the structural intent of the project. t IThe customer also acknowledges that this approval g I authorizes EAST COAST TRUSS to manufacture these trusses and deliver them to the project indicated on this i drawing. at The customer also acknowledges that he/she accepts 1 financial responsibility for any repair, engineering, and labor required due to errors other than those of EAST COAST TRUSS. Signed: Date: _- 5 r f CODE = FBC 2017/TP12014 ASCE 7-10 DESIGN CRITERIA =MWFRS 0) CCUPANCY CATEGORY-- II cOD.)! EXPOSURE = D 1MWF SPEED =170 BUILDING TYPE =ENCLOSED MEAN HEIGHT: 21 t GRAVITY LOFl�DS a � e e B i; Lill 1 FLOOR: DUR FACTOR= 1.0 t PSF=TCLL-TCDL-BCLL-BCDL 40.0,10.0,0.0,5.0 €ROOF: DUR FACTOR= 1 .25 iSF=TCLL-TCDL-BOLL-BCDL i 310.0-15.0-0.0-10.0 LOADS PER F C & FRCOff J 9 'NOWCONCURRENT BC LL 10psf 9 CONCURRENT BC STORAGE LL 20 psf _ a � _ a r rz 5 -^-`�a-=_Sy UE a?%1 Has Ill a `f MWF -MAIN WIND FORCE t u C&C = COMPONENTS AND CLADDING R TOB = TOP OF BEARING TC = TOP CHORD _Uj BC = BOTTOM CHORD LL = LIVE LOAD DL _ DEAD LOAD psf = POUNDS PER SQUARE FOOT # = POUNDS -z UPLIFT MUST BY-PASS FLOOR TRUSSES UNLESS SHOWN ON ENGINEERED TRUSS e DRAWING. ALL GIRDER/COLUMN LOADS MUST 5 BY-PASS FLOOR TRUSS UNLESS SHOWN ON ENGINEERED TRUSS DRAWING. V6 STRONG BACK BRACING, 10'-O" O.C., iS a — RECOMMENDED ON FLOOR TRUSSES SPANNING 20'0' OR MORE CAUTION: SPANS GREATER -THAN 30'-0" 3 UST BE SET WITH A SPREADER BAR. THE SPREADER BAR SHOULD BE AT LEAST 112 5 s O a 13 IN LENGTH AS THE SPAN OF THE TRUSS t� s BEING SET. E t EFER TO BCI-B1 FOR COMPLETE = RECTION SAFETY PROCEDURES. UILDER 5 BEAMS ILDER ALL .3�EAM S DBU c NOTE: TRUSSES 00 NOT SUPPORT ANY PLANT SHELVES REVISIONS 1- 5/14/18 Revised stairwell dimensions pIl Customer notes i n 5 (1 W if potted 24x36) . Site Information: Customer Info: Mark Powere Project Name: Power res Model: Lot/Block: Subdivision: Address: 5418 Riverland Dr City: Ft Pierce / St Lucie Co State: Florida Tampa, FL 33610-4115 Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria S Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 [All Heigh][I Wind Speed: 170 mph Roof Load: 55.0 psf Floor Load: 55.0 psf This package includes 31 individual, 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 f P f I En ineers Rules. conforms to 61 G15-31.003, No. Seal# , section Truss Name 5 of the Date Florida Board o ro essiona No. Seal# Truss Name g Date 1 T13874602 IA01 4/25/18 18 T13874619 C06G 4/25/18 12 IT13874603 IA02 14/25/18 119 1 T13874620 FL01 14/25/18 J 13 I T13874604 I A03 14/25/18 120 1 T13874621 FL02 14/25/18 I 14 I T13874605 I A04 14/25/18 121 1 T13874622 I FL03 14/25/18 1 15 I T13874606 I A05 14/25/18 122 I T13874623 I FL04 14/25/18 16 IT13874607 IA06G 14/25/18 123 1T138746241ZCJ1 I4/25/18 I 17 I T13874608 J B01 14/25/18 124 I T13874625 I ZCJ3 14/25/18 18 I T13874609 I B02 14/25/18 ' 25 T13874626 1 ZCJ3B 4/25/18 19 I T13874610 I B03G 14/25/18 126 I T13874627 J ZCJ5 14/25/18 110 I T13874611 I B05 14/25/18 127 1 T13874628 I ZCJSB 14/25/18 Ill I T13874612 I B06G 14/25/18 128 1 T13874629 1 ZEJ7 14/25/18 112 I T13874613 I B07 14/25/18 129 I T13874630 I ZEJ7B 14/25/18 I 13 T13874614 I C01 14/25/18 130 I T13874631 I ZHJ7 14/25/18 1 114 T13874615 I CO2 14/25/18 I31 1 T13874632 I ZHJ7B 14/25/18 1 115 I T13874616 I CO3 14/25/18 1 1 116 I T13874617 I C04 14/25/18 1 117 I T13874618 I C05 14/25/18 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSIrTPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of thesd 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. -STA Thomas; A, /Uban7 P9 No 3938_P, N11Tek'U$A Inc FL;ted6G34 6904Pake EastD10- UM0t.FL33610 Date:. April 25,2018 Albani, Thomas 1 of 1 Job Truss Truss Type Qty Ply T13874602 J35812 A01 Common 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.21 u s Feb 1z zul8 ml i etc inoustnes, inc. vveo Apr z5 iU:ou:av zU1 n rage i I D:rfyniNNPnyE9VYMxiH7EEazNDbv-pUER91WViMDt?UOhdDNeAmwAIDm2GoQ60ppEPKzNC4Q 6.8-99 -7.6 8-6-3 5- -1 - 0 0 -4 6-e-5.10-13 5-10.13 6-8-9 0- 4 Scale=1:41.5 4x6 = 3x4 = 3x4 = 3x4 = 5x6 II Sx6 I I 3x4 = 3x4 = 25-2-12 13b 17 8-11-6 163-6 23-7-6 23,11,6 13E 7-4-0 7.4-0 7.4-0 13-6 Plate Offsets fX Y)- 12:0-2-10.0-0-121 i8:0-2-10 0-0-121 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (loc) Vdeft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.22 10-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.32 Vert(CT) -0.33 10-12 >906 180 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.05 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 114 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP 285OF 1.8E TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP 285OF 1.8E BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-6-0, Right 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 2=1390/0-8-0, 8=1390/0-8-0 Max Horz 2=130(LC 6) Max Uplift 2=-650(LC 8), 8=-655(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2228/1120, 4-5=-198211012, 5-6=1982/1010, 6-8=2228/1118 BOT CHORD 2-12=906/2024, 10-12=600/1578, 8-10=904/2024 WEBS 5-1 0=1 321454, 6-10=-343/299, 5-12=-134/454, 4-12=-343/300 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=6.Opsf; h=24ft; B=45ft; L=25ft; eave=oft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads. ,,111111111111 ,�%�p A �PS . A� I� psf 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 ,� % B E fit between the bottom chord and any other members. '��O �,� C N SF• :92/ ��i will ♦� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) NO 39380 2=650, 8=655. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum 7E sheetrock be applied directly to the bottom chord. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. • � UJ Thomas A. Albanl PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 25,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1-7473 rev. 10/03/2015 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 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 fabricat(on, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply T73874603 J35812 A02 Common 14 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 mz iu s reo 1 z zui o Nn i eK industries, mc. vveu Apr ca ic:o i mu zu i o raye r I D:rfyniN N P nyE9VYMxi H7EEazNDbv-HhngM5X7EgMjdebtBwvtizTEbdyO? EC FcTZoxnzNC4 P 6-8-9 12-7-6 18-6-3 23-M 04 6-8-9 5-10-13 5-10-13 4-6-3 Scale = 1:38.4 4x6 = I4 3x4 = 3x4 = 3x4 = 4x10 II 1-35 1 7 8-7-14 16-6-14 23-0-6 1-3-6 011 7-0-8 7-11-0 6-5-8 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.22 9-11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.96 Vert(CT) -0.50 9-11 >549 180 BCLL 0.0 Rep Stress Incr NO WB 0.19 Horz(CT) 0.08 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 109 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP 285OF 1.8E "Except' TOP CHORD Structural wood sheathing directly applied. 5-8: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP 2850F 1.8E *Except* 8-10: 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-6-0, Right 2x8 SP No.2 2-6-0 REACTIONS. (lb/size) 8=1274/Mechanical, 2=1462/0-8-0 Max Horz 2=125(LC 7) Max Uplift 8=-448(LC 8). 2=-540(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2421/840, 4-5=2209/751, 5-6=-2125/724, 6-8=-2251/793 BOT CHORD 2-11=-714/2198, 9-11=-412/1731, 8-9=-656/2037 WEBS 4-11=297/339, 5-11 =-1 07/538, 5-9=-71/438, 6-9=-194/289 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=6.Opsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it=lb) 8=448, 2=540. 8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20 hasihave been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down at 11-7-6, and 50 III down at 13-7-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 ,` llIIIII//I/� `*% O�p,S A. q�Al �ii�i No 39380 i ` M Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 25,2018 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use ontywilh 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 building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek' is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13874603 J35812 A02 Common 14 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 u.ZI V 5 reu I 4U 18 ivu i eK inuutm ley, mu. vvuu Hpr Gu r V:u i.uu cu io rage c I D:rfyniNNP nyE9VYMxiH7EEazNDbv-H hnq M5X7 EgMjdebtBwvtizTEbdyO?ECFcTZolnzN C4 P LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=30, 2-5=-90, 5-8=90, 12-16=20 Concentrated Loads (lb) Vert: 22=50 23=50 24=-50(F) 25=50(F) 2) Dead + 0.75 Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=30, 2-5=-75, 5-8=75, 12-16=20 Concentrated Loads (lb) Vert: 22=50 23=-50 24=50(F) 25=-50(F) 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=30, 5-8=30, 12-16=-40 Concentrated Loads (lb) Vert: 22=-50 23=50 24=50(F) 25=-50(F) 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=18, 2-5=54, 5-8=40, 12-16=12 Horz: 2-5=-72, 5-8=58 Concentrated Loads (lb) Vert: 22=50 23=50 24=50(F) 25=-50(F) 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=18, 2-5=40, 5-8=54, 12-16=12 Horz: 2-5=-58, 5-8=72 Concentrated Loads (lb) Vert: 22=50 23=50 24=50(F) 25=50(F) 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-30, 2-5=-32, 5-8=-2, 12-16=-20 Horz: 2-5=2, 5-8=28 Concentrated Loads (lb) Vert: 22=50 23=50 24=50(F) 25=50(F) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-30, 2-5=-2, 5-8=-32, 12-16=-20 Horz: 2-5=28, 5-8=2 Concentrated Loads (lb) Vert: 22=-50 23=50 24=50(F) 25=-50(F) 8) Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=18, 2-5=64, 5-8=64, 12-16=12 Horz: 2-5=82, 5-8=82 Concentrated Loads (lb) Vert: 22=50 23=50 24=50(F) 25=50(F) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=18, 2-5=34, 5-8=34, 12-16=12 Horz: 2-5=-52, 5-8=52 Concentrated Loads (lb) Vert: 22=50 23=50 24=50(F) 25=-50(F) 10) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=30, 2-5=-32, 5-8=32, 12-16=20 Horz: 2-5=2, 5-8=-2 Concentrated Loads (lb) Vert: 22=-50 23=-50 24=-50(F) 25=-50(F) 11) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=30, 2-5=-32, 5-8=32, 12-16=20 Horz: 2-5=2, 5-8=-2 Concentrated Loads (lb) Vert: 22=50 23=50 24=-50(F) 25=50(F) 12) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: 1-5=30, 5-8=-30, 12-16=-20 Concentrated Loads (lb) Vert: 22=-50 23=50 24=-50(F) 25=50(F) 13) Dead +0.75 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=30, 2-5=-77, 5-8=-54, 12-16=20 Horz: 2-5=2, 5-8=21 Concentrated Loads (lb) Vert: 22=50 23-50 24=-50(F) 25=50(F) 14) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 ©WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with WOO 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 vedfy 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 M iTek' 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, see ANSI/TPN Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply T13874603 J35812 A02 Common 14 1 Job Reference (optional) East Coast Truss, Ft. Pierce, 1-L 3494b O.LIU b reU I ZVIG IVIr I M rODUbUlUb, rnV. vvuu Mpr cu !U.O !.UV GV 10 roqu J I D:rfyniN N PnyE9VYM1d H7 EEazNDbv-Hhnq M5X7EgMjdebtBwvtizTEbdyO?ECFcTZoxnzN C4 P LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=30, 2-5=54, 5-8=77, 12-16=20 Horz: 2-5=21, 5-8=2 Concentrated Loads (lb) Vert: 22=-50 23=50 24=-50(F) 25=50(F) 15) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=30, 25=-77, 5-8=77, 12-16=20 Horz: 2-5=2, 5-8=-2 Concentrated Loads (lb) Vert: 22=50 23=50 24=-50(F) 25=50(1`) 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-30, 2-5=-77, 5-8=-77, 12-16=20 Horz: 2-5=2, 5-8=-2 Concentrated Loads (lb) Vert: 22=50 23=50 24=-50(F) 25=50(1`) 17) 1 st Dead + Roof Live (unbalanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-30, 2-5=-90, 5-8=30, 12-16=20 Concentrated Loads (lb) Vert: 22=50 23=50 24=-50(F) 25=50(1`) 18) 2nd Dead + Roof Live (unbalanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=30, 5-8=-90, 12-16=-20 Concentrated Loads (lb) Vert: 22=50 23=50 24=50(F) 25=50(F) 19) 3rd Dead + 0.75 Roof Live (unbalanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plo Vert: 1-2=30, 2-5=-75, 5-8=30, 12-16-20 Concentrated Loads (lb) Vert: 22=50 23=50 24=-50(F) 25=50(F) 20) 4th Dead + 0.75 Roof Live (unbalanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-30, 5-8=-75, 12-16=-20 Concentrated Loads (lb) Vert: 22=50 23=50 24=-50(F) 25=50(1`) ®WARNING - Veri/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7477 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mrek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13874604 J35812 A03 Hip 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MTek Industries, Inc. Wed Apr 25 10:51:01 2018 Page 1 ID:rfyniNNPnyE9VYMxiH7EEazNDbv-ItLCZRYI?-UaFoA31eQ6FB?XN1 N6kiiPr7lLTDzNC40 5. 0- 4 11-0-0 4- - 9-3- 5- - 5- -0 0- 5.10-141 5.1-2 3-2-12 5-1-2 5-10.14 0. 4x8 = 5 26 4x6 = 27 6 Scale = 1:42.2 IJ 5x6 II 5x6 II 3x4 = 3x4 = 3x4 3x4 = 3x8 = = 25-2-12 1.3-6 t 7 114)-0 t4-2-12 23-7.6 2 11 136 94-10 3-2-12 9A-10 1Jb Plate Offsets (X,Y1-r2:0-2-10.0-0-81,r5:0-5-4.0-2-01,r9:0-2-10,0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.25 TC 0.38 TCDL 15.0 Lumber DOL 1.33 BC 0.61 BCLL 0.0 ' Rep Stress Incr YES WB 0.18 BCDL 10.0 Code FBC2017/rP12014 Matrix -AS N 106 6 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) 0.1711-13 >999 240 MT20 244/190 Vert(CT) -0.26 13-18 >999 180 Horz(CT) 0.06 9 n/a n/a Weight: 122 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP 285OF 1.8E *Except* TOP CHORD 5-6: 2x4 SP No.2 BOT CHORD BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-6-0, Right 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 2=1390/0-8-0, 9=1390/0-8-0 Max Horz 2=114(LC 6) Max Uplift 2=-650(LC 8), 9=-655(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2174/1119, 4-5=-1908/949, 5-6=-1769/963, 6-7=1908/948, 7-9=2174/1117 BOT CHORD 2-13=905/1971, 11-13=-662/1769, 9-11=902/1971 WEBS 4-13=282/257, 7-11=-282/255 Structural wood sheathing directly applied. Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=6.Opsf; h=24ft; B=45ft; L=25ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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 100 lb uplift at joint(s) except Ut=lb) 2=650,9=655. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. "%%0'1111PSA11 q,����i NO 39380 , V0 iF •.0RI •? nn� Thomas A Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 25,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall ■ building design. Bracing Indicated is to prevent buckling of individual truss web andfor 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, see ANSUTPII Quality Criteria, DSB-89 and BCSI Bullding Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13874605 J35812 A04 Hip 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Wed Apr 25 10:51:012018 Page 1 ID:rfyniNNPnyE9VYMxiH7EEazNDbv4tLCZRYI?_UaFoA3leQ6FB?R21 KCkidPr71 LTDzNC40 5-10-14 11-0-0 14-2-12 185-13 23-0.6 0 -0 5-10-14 5-1-2 3-2-12 4-3-1 4-6-9 Scale=1:39.0 5x6 II 48 = 5 23 3x4 = 4x4 = 3x4 = 3x8 = 1 1-3517 11-0-0 14-2-12 23-0-6 1" 0' 9-4-10 3-2-12 8-9-10 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.16 10-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.79 Vert(CT) -0.26 12-21 >999 180 BCLL 0.0 Rep Stress Incr YES WE 0.18 Horz(CT) 0.07 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 116 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-5: 2x4 SP 2850F 1.8E BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 *Except* 2-11: 2x4 SP No.1 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-6-0, Right 2x8 SP No.2 2-6-0 REACTIONS. (lb/size) 9=1171/Mechanical, 2=1364/0-8-0 Max Horz 2=109(LC 7) Max Uplift 9=551(LC 8), 2=-637(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2118/1090, 4-5=-1842/915, 5-6=-1674/917, 6-7=-1796/908, 7-9=-1964/1016 BOT CHORD 2-12=-939/1920, 10-12=-692/1706, 9-10=-845/1780 WEBS 4-12=-291/262, 5-12=-5/253 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=6.Opsf; h=24ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=551,2=637. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. `�w�p,PS 111 A1 1'4"1 <e No 39380 F As' Thomas A. Albans PE No.39380 MFrek USA, Inc. FL Gen 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 25,2018 AwARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11,1II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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, see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13874606 J35812 A05 Hip 2 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8,210 s Feb 12 2018 MiTek Industries, Inc. Wed Apr 25 10:51:02 2018 Page 1 I D:rfyniN NP nyE9VYMxiH7EEazNDbv-D3vannYOmHcRsylGJLxLnOYaORkOT8VY4n2uOfzNC4 N 0- 9-0-0 6-2- 0-3-1 25- - -0 0- 4-10.14 41-2 7-2-12 4-1-2 4-t0.14 0- 4x8 = 4.00 12 26 27 5x6 = Scale = 1:42.2 J 3x4 = - 46 11 4x6 II 3x4 = 3x4 = 3x4 = 3x8 = 25-2-12 1-3-6 1 7 9-0-0 16-2-12 23-7-6 23 11 1-3-6 0 74-10 7-2-12 7-4-10 136 Plate Offsets (X.Y)- r2:0-2-8 0-1-121. r5:0-5-4 0-2-41. r9:0-2-8.0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.25 TC 0.87 TCDL 15.0 Lumber DOL 1.33 BC 0.54 BCLL 0.0 Rep Stress Incr YES WB 0.20 BCDL 10.0 Code FBC2017ITP12014 Matrix -AS LUMBER - TOP CHORD 2x4 SP 285OF 1.8E *Except* 5-6: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-6-0, Right 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 2=1390/0-8-0, 9=1390/0-8-0 Max Horz 2=93(LC 6) Max Uplift 2=650(LC 8), 9=-655(LC 8) DEFL. in (loc) Udefl Ud PLATES GRIP Vert(LL) 0.1711-13 >999 240 MT20 244/190 Vert(CT) -0.2511-13 >999 180 Horz(CT) 0.07 9 n/a n/a Weight: 121 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2036/1034, 4-5=-2142/1055, 5-6=2016/1059, 6-7=2142/1053, 7-9=2036/1031 BOT CHORD 2-13=822/1815, 11-13=813/2016, 9-11=-819/1814 WEBS 4-13=-65/383, 7-11=-67/383 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=6.Opsf; h=24ft; B=45ft; L=25ft; eave=oft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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 100 lb uplift at joint(s) except (jt=lb) 2=650, 9=655. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10 0 o� NSA q�� No 39380 � a 441 Z. � * a nn Thomas A. Albant PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 25,2018 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and 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, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13874607 J35812 A06G Hip Girder 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Wed Apr 25 10:51:04 2018 Page 1 ID:rfyniNNPnyE9VYMxiH7EEazNDbv-AS1 KCSaelvs96GueQmzptpdwWERPxz5rX5X?4YzNC4L a 1.1144 4 a0 0.9-8 4- 8 -1 -3- S- 5 0 0 -0 3-10-14 3.1-2 3.9.8 3-7-12 3-9-8 3-1-2 3-1 a14 0-0-4 NAILED NAILED NAILED 4x8 = 4.00 12 NAILED 1x4 II NAILED 3x4 = NAILED 5 30 6 31 32 33 7 34 NAILED 08 = Scale = 1:42.2 " 35 "' 36 "' 14 37 "' 6x6 = 6x6 = 3x4 = NAILED 3x8 = NAILED 5x5 WB = 3x4 = 3x4 = 3x4 = Special NAILED 3x4 = NAILED NAILED Special 2sz-12 1J-6 17 7-0-0 10-9-8 14b4 1az-1z zY7£ z 11 13-6 0 5-4-10 35-8 3JA2 3-9-e 5-0-10 13b Plate Offsets (X.Y)— 12:0-0-4.0-2-131,15:0-5-4.0-2-01,18:0-54,0-2-01.f11:0-0-4.0-2-131 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ydefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.33 15-16 >920 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.50 Vert(CT) -0.40 15-16 >760 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.52 Horz(CT) 0.09 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 130 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP 2850F 1.8E *Except* TOP CHORD Structural wood sheathing directly applied or 1-11-7 oc purlins. 5-8: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-10-10 oc bracing. BOT CHORD 2x4 SP 285OF 1.8E WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-6-0, Right 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 2=2101/0-8-0, 11=2101/0-8-0 Max Horz 2=73(LC 6) Max Uplift 2=1137(LC 8), 11=1143(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-3126/1813, 4-5=-3908/2243, 5-6=4852/2809, 6-7=-4852/2809, 7-8=-4862/2815, 8-9=3906/2240, 9-11=-3127/1809 BOTCHORD 2-17=-1492/2721, 16-17=-1996/3689, 15-16=-2622/4862, 13-15=-1974/3687, 11-13=1487/2721 WEBS 4-17=564/1122, 5-16=-780/1435, 6-16=597/513, 7-15=-626/493, 8-15=-791/1449, 9-13=565/1119 1111111111111,,,I p' 4�e,��I� OU balanced roof live loads have been considered for this design. ♦♦♦♦,O\:,P'S• •' 2) Wind: ASCE 7-10; Vult=170mph Vasd=132mph; TCDL=9.Opsf; BCDL=6.Opsf; h=24ft; B=45ft; L=25ft; eave=oft; Cat. •'�.� G E N SF. q�'i ���� (3-second gust) S♦'�� II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 No 3 9380 • 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 7k 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. ;• �• 100 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding lb uplift at joint(s) except (jt=lb) �• 2=1137, 11=1143. T Q` •' ♦� 8) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) Hanger(s) or other connection device(s) shall be sufficient to support concentrated load(s) 201 lb down and 151 lb up at �j ••.,•O R � 9.•• sts� ' • •"� provided 7-0-0, and1 lb downand 151 lb up at 18-2-0 on bottom chord. The design/selection of such connection device(s) is the �` % �,, /0 N A` 11 %% responsibility others, 10) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Thomas A. Albanl PE No.39380 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). MfTek USA, Inc. FL Cert 6634 66904 Parke East Blvd. Tampa FL 33610 LOAD CASE(S) Standard April 25,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7477 rev. 1010312015 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 building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' 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, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply T13874607 J35812 A06G Hip Girder 2 1 Job Reference (optional) East Coast Truss, Ft Pierce, FL 34946 8.210 s Feb 12 ZU18 MITeK Industries, Inc. Wed Apr 25 1 U:5T:U4 ZU18 Page 2 ID:rfyniNNPnyE9VYM)dH7EEazNDbv-AS1 KCSaelvs96GueQrnzptpdwWERPxz5rX5X74YzNC4L LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-30, 2-5=-90, 5-8=90, 8-11=-90, 11-12=-30, 18-24=-20 Concentrated Loads (lb) Vert: 5=-122(F) 8=-122(F) 17=-201(F) 16=-34(F) 6=-122(F) 7=-122(F) 15=-34(F) 13=-201(F) 30=122(F) 32=122(F) 34=122(F) 35=34(1`) 36=-34(F) 37=-34(F) ,&WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312016 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 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, see ANSIfTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13874608 J35812 B01 Monopitch 14 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8,210 s Feb 12 2018 MiTek Industries, Inc. Wed Apr 25 10:51:04 2018 Page 1 ID:rfyniNNPnyE9VYM)dH7EEazNDbv-ASt KCSaelvs96GueQmzptpd?EEQCx1trX5X?4YzNC4L 0- 5-6-13 10-7-6 0- -4 5-6-13 5-0-9 3x10 11 10-7-8 15-6 -4-0 8-10-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.25 TC 0.53 TCDL 15.0 Lumber DOL 1.33 BC 0.52 BCLL 0.0 Rep Stress Incr YES WB 0.28 BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 2=671/0-8-0, 12=450/0-3-0 Max Horz 2=277(LC 8) Max Uplift 2=481(LC 5), 12=-389(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-686/378, 5-6=-322/265, 4-6=-322/265 BOT CHORD 2-5=-500/610 WEBS 3-5=-553/430, 4-12=-454/391 3x4 = Scale = 1:24.5 4x6 = 14'9 11N O 3x6 = DEFL. in (loc) Well L/d PLATES GRIP Vert(LL) 0.28 5-11 >452 240 MT20 244/190 Vert(CT) 0.22 5-11 >578 180 Horz(CT) -0.01 12 n/a n/a Weight: 52 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=6.Opsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 12 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=481,12=389. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. NS IAi / q1 NQ 39380 40i - k'o �i'e1l /O N A� E % Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 25,2018 ®WARNING. verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7473 rev. 10/03/2015 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 �e 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, see ANSUTPII Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply T13874609 J35812 B02 Half Hip 1 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8,210 s Feb 12 2018 MiTek Industries, Inc. Wed Apr 25 10:51:05 2018 Page 1 ID:rfyniNNPnyE9VYMxiH7EEazNDbv-eebjPobG2C_OjPTc_,TU2P1A81enRgU1_mkGZc zNC4K 4-10-14 9-0-0 10-7-6 0 -4 4-10-14 4-1-2 1-7-6 4x4 = 3x4 = Scale = 1:21.7 5 6X6 II 3X4 — 3X4 — 15E 9� 9-0-0 10-7-6 1-6 6 4-0 7-2-10 1-7� LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.06 7-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.45 Vert(CT) -0.13 7-13 >950 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(CT) -0.00 14 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 54 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 2=671/0-8-0, 14=450/0-3-0 Max Horz 2=246(LC 8) Max Uplift 2=-271(LC 8), 14=253(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-714/314 BOT CHORD 2-7=-440/644 WEBS 3-7=-503/373, 5-14=456/256 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=6.Opsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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) 14 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=271,14=253. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. `,,,��111A. 111►II�,,I No 39380 ; X 44/: 114,410E.�`� Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 25,2018 ®WARNING- V d& des/gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473.rev. 1010312015 BEFORE USE. Design valid for use onlywith MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13874610 J35812 B03G Half Hip Girder 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 Ml eK Industnes, Inc. Wed Apr 25 10:51:06 2018 Pagel I D: rfyni N NPnyE9V YMxi H7EEazNDbv-6r95d8bup W6tLZ21 YB? HyEiMX28 FPys8?0069QzNC4J 3-10-14 7-0-0 10-7-6 0 '4 3-10-14 3-1-2 3-7-6 NAILED 4x8 = NAILED 5 6x6 II N 13T d Special 3X10 II 15 6 1-9-6 7-0-0 10-7-6 15-6 4 0 5-2-10 3-7-6 Scale=1:20.1 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.03 7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.35 Vert(CT) -0.03 7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.25 Horz(CT) 0.01 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 54 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 2=828/0-8-0, 13=810/0-3-0 Max Horz 2=191(LC 8) Max Uplift 2=-407(LC 8), 13=526(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-976/551, 3-4=898/513, 5-6=-340/592 BOT CHORD 2-7=-599/856, 6-7=-535/850 WEBS 3-7=-236/265, 4-7=-70/302, 4-6=-797/502, 5-13=821/534 Structural wood sheathing directly applied or 5-3-8 oc purlins, except end verticals. Rigid ceiling directly applied or 7-7-7 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=6.Opsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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) 13 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=407, 13=526. 9) "NAILED" indicates 3-10d (0.148"xY) or 3-12d (0.148"x3.25') toe -nails per NDS guidlines. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 230 lb down and 185 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-30, 24=-90, 4-5=90, 6-8=-20 A. % OE N No 39380 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 25,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. �" Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ' building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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 oftrusses and truss: systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13874610 J35812 B03G Half Hip Girder 1 1 Jab Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 7=230(B) 4=-116(B) 14=-116(B) 15=-54(B) 8.210 s Feb 12 2018 Mfrek Industries, Inc. Wed Apr 25 10:51:06 2018 Page 2 I D: rfyniNNPnyE9VYM)dH7 EEazN D bv-6r95d8bup W6tLZ21 YB?HyEiMX28FPys8?0069 QzNC4J AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and 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, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13874611 J35812 B05 Monopitch 15 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 7-11-6 8.210 s Feb 12 2018 MiTek Industries, Inc. Wed Apr 25 10:51:01 2018 Page 1 ID:rfyniNNPnyE9VYM1dH7EEazNDbv-a1 iTgUcWagEkzjdD5uXWUSFXASVh6LWHD21thtzNC41 4x6 = 4x6 II 1-M 1-7-6 7-11-6 64-0 3x4 = 10 T Scale=1:19.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.07 4-9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.27 Vert(CT) 0.06 4-9 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 Horz(CT) -0.00 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 32 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 2=544/0-8-0, 10=284/0-3-0 Max Horz 2=204(LC 8) Max Uplift 2=390(LC 5), 10=252(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-257/111, 3-5=-367/288 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=6.0psf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing atjoint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=390, 10=252. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ����PS A ALB �•` � • \ G E N No 39380 � r r-10 z ice•• •��� Intl Thomas A. Albans PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 25,2018 ©WARNING- Veflfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 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 q building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing A iTek• 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, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13874612 J35812 B06G Half Hip Girder 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Wed Apr 25 10:51:07 2018 Page 1 ID:rfyniNNPnyE9VYMxiH7EEazNDbv-al iTgUcWagEkzjdD5uXWUSFY7SUh8MhHD2lfhtzNC41 3-10-14 7-M 1 7-7-14 7-11 0- -4 3-10-14 3-1-2 - 0-7-14 -3-8 NAILED 4x4 = 5 6x6 11 3x8 11 Special 3x4 = Scale = 1:18.9 15 6 1-9 6 9 4-8-10 7-M 7-7-14 7-11 1-5-6 1 2-11-4 2-M 0-7-14 -3-8 Plate Offsets (X.Y)— f2:0-2-14.0-0-21,f2:0-0-12,1-7-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.03 7-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.34 Vert(CT) -0.05 7-13 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(CT) 0.01 14 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 41 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-10-1 oc bracing. OTHERS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 2=57310-8-0, 14=634/0-3-0 Max Horz 2=191(LC 8) Max Uplift 2=243(1_C 8), 14=-424(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-508/252, 6-8=231/253, 5-8=-231/253 BOT CHORD 2-7=-342/455 WEBS 4-7=0/257, 3-7= 321/265, 5-14=-649/432 NOTES- 1)Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=6.Opsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat. %%J11 1 11111111, 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to water ��0 Cj A. ���� .44 prevent ponding. `�� O�P 3) Plates checked for a plus or minus 0 degree rotation about its center. ��.� •,•'\ O E N S; •• 'qj, �� 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 �, F•••. i No 39380 will fit between the bottom chord and any other members. 6) Bearing at joint(s) 14 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify 71r 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 (jt=lb) 2=243, 14=424. •• �• i 8) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 0 . (V 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 244 lb down and 170 lb up at .0. �0 T •• •'• 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) Worming: Additional and stability bracing for truss system (not of this component design) is always required. �je� O R V. ••`Ui�,�, I� CSS " • permanent part 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).111111110,4� \ �� LOAD CASE(S) Standard Thomas A. Alban[ PE No.39380 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 MiTek USA, Inc. FL Cott 6634 Uniform Loads (plf) 6904 Parke East Blvd. Tampa FL 33610 Vert: 1-2=-30, 2-4=-90, 4-5=-90, 6-9=-20 Date: April 25,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not �•, a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I'�'®1�' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 1� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13874612 J35812 B06G Half Hip Girder 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=-134(F) 7=-244(F) 8.210 s Feb 12 2018 MiTek Industries, Inc. Wed Apr 2510:51:08 2018 Page 2 ID:rfyniNNPnyE9VYMxiH7EEazNDbv-2DGr1 gd9L7MbatCPfc211fojtrgwtpwRSNDDJzNC4H ®WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �^ a truss system. Before use, the building designer must verify the applicability of design parameters and 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, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13874613 J35812 B07 Monopitch 15 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 3x8 II 5-9-6 5-9-6 8.210 s Feb 12 2018 MiTek Industries, Inc. Wed Apr 25 10:51:08 2018 Page 1 ID:rfyniNNPnyE9VYMxiH7EEazNDbv-2DGrl gd9L7MbatCPfc211 fonArultbcRSiVDDJzNC4H 4x6 = Scale = 1:14.6 1-5-6 1� 6 11-9-6 , 0�-0 5-M 4-0-0 Plate Offsets (X.Y)— f2:0-2-14.0-0-101. f2:0-0-12.1-7-41 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.01 4-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.09 Vert(CT) -0.01 4-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.14 Harz(CT) -0.00 11 n/a n/a BCDL 10.0 Code FBC2017/TPl2014 Matrix -AS Weight: 25 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 2=42010-8-0, 11=170/0-3-0 Max Horz 2=145(LC 8) Max Uplift 2=300(LC 5), 11=-156(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=6.Opsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rd between the bottom chord and any other members. 5) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=300, 11=156. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 8) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ,,it►Illll1111"If `,%%0 .. A No 39380 ~ * r '. F41 <C/ Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 25,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not• a truss system. Before use, the building designer must 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 �y� is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the �qqiTek° fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply T13874614 J35812 C01 Common 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Wed Apr 25 10:51:09 2018 Page 1 ID:rfyniNNPnyE9VYMxiH7EEazNDbv-WPgDFAen6RUSC1ncDJZ atKsGF38cGyahMEmmlzNC4G 6-9-4 10-811 153-6 19-10-1 249-8 30-6-12 30 -0 0 -4 5-9-4 4-111 43-11 41r11 4-113 5-9-0 0 -4 4.00 12 4x4 = Scale = 1:50.3 16 - - 14 6x6 = 6x6 = 3x8 = 3x4 = 3x8 = 3x4 = 3x4 = 1-3E 10-8-11 19-10-1 29-3-6 ,303-12, 133 9-5-5 9-1-5 9-5-5 13 6 Plate Offsets (X Y)— 12:0-0-8.0-3-11 112:0-0-8.0-3-11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.25 TC 0.51 TCDL 15.0 Lumber DOL 1.33 BC 0.79 BCLL 0.0 ' Rep Stress Incr YES WB 0.41 BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS LUMBER - TOP CHORD 2x4 SP N0.2 *Except* 1-5,9-13: 2x4 SP 285OF 1.8E BOT CHORD 2x4 SP No.2 *Except* 12-15: 2x4 SP 285OF 1.8E WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-0-0, Right 2x6 SP No.2 3-0-0 REACTIONS. (lb/size) 2=168310-8-0, 12=1683/0-8-0 Max Horz 2=169(LC 6) Max Uplift 2=788(LC 8), 12=793(1_13 8) DEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) 0.3014-16 >999 240 MT20 244/190 Vert(CT) -0.5414-16 >682 180 Horz(CT) 0.10 12 rife n/a Weight: 153 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied BOT CHORD Rigid ceiling directly applied. FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2790/1408, 4-6=-2763/1341, 6-7=-2801/1499, 7-8=2800/1495, 8-10=-2763/1338, 10-1 2=-2800/141 0 BOT CHORD 2-16=-1163/2530, 14-16=-740/1974, 12-14=-1166/2542 WEBS 7-14=-458/970, 8-14=-538/415, 7-16=-463/969, 6-16=-541/417 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=6.Opsf; h=24ft; B=45ft; L=31ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ut=lb) 2=788, 12=793. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 8) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ,,\\\\IIIIIIfI/�I `- O�p,S No 39380 .0 • onR,QP��; 114 f.# � N A '111,111111111\����� Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 25,2018 AwARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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, see ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 366110 Job Truss Truss Type Qty Ply T13874615 J35812 CO2 Hip 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Wed Apr 2510:51:10 2018 Page 1 ID:rryniNNPnyE9VYMxiH7EEazNDbv-_cOcSWfPticJgBMon14D64tl ifPCLjQjwO_JI BzNC4F 9-10.1 24-H 30-6- 30- -0 0- -4 5-9-4 4-11-8 43.5 0. 1 4-3-5 4.11-8 5-9.4 0- 4 6x6 = 3x4 = 4.00 12 3x8 = 4x4 = 3x4 = 3x8 = Scale = 1:52.1 6x6 = 3x4 = 30-6-12 It0-0- 1 7 10-a-11 15-0-0 1 1 19-10.1 28-11.6 2 136 9-15 4d5 OSt 435 9.15 0�4- 136 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.34 14-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.80 Vert(CT) -0.58 14-16 >632 180 BCLL 0.0 * Rep Stress Incr YES WB 0.40 Horz(CT) 0.10 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 150 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-5,9-13: 2x4 SP 2850F 1.8E BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 *Except* 12-15: 2x4 SP 2850F 1.8E WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-6-0, Right 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 2=1683/0-8-0, 12=1683/0-8-0 Max Horz 2=-167(LC 6) Max Uplift 2=788(LC 8), 12=-793(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2791/1401, 4-6=-2761/1340, 6-7=-2792/1492, 7-8=2791/1488, 8-10=-2760/1336, 10-12=-2803/1404 BOT CHORD 2-16=-1157/2519, 14-16=-749/1990, 12-14=-116112533 WEBS 7-14=-442/947, 8-14=-523/407, 7-16=-447/948, 6-16=-526/409 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=6.Opsf; h=24ft; B=45ft; L=31ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 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, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=788,12=793. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. �%PS1 A"A����ii % No 39380 44/ i-*Op141 %% inn Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 25,2018 ®WARNING- Miry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �* a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individualtruss 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, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type City Ply T13874616 J35812 CO3 Hip 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8,210 s Feb 12 2018 MiTek Industries, Inc. Wed Apr 25 10:51:11 2018 Page 1 ID:rfyniNNPnyE9VYM)dH7EEazNDbv-Toy_gsf1e2kARKx KkbSflQCk3mC4BStBgjtgezNC4E 6- 0. 4 3- 0 3-7- 4 30.8- 30. -0 0-4-4 6-1i14 6-1-2 4-6-12 6-1-2 6-10.14 0-13-4 4x8 = 4x6 = 16 14 13 '- 11 3x4 = 1x4 II 4x4 = 3x4 = 3x8 = 4x4 = 1x4 II 3x4 = 30512 13617 610.14 13-0-0 17E-12 23-7-14 28-11L 2 1-3-6 53e 6-1-2 4E-12 6-1-2 538 13S Plate Offsets (X,Y1-r2:0-0-8.0-2-11.r5:0-5-4.0-2-01.r9:0-0-8.0-2-11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.25 TC 0.51 TCDL 15.0 Lumber DOL 1.33 BC 0.75 BCLL 0.0 ' Rep Stress Incr YES WB 0.35 BCDL 10.0 Code FBC2017/TP12014 Matrix -AS LUMBER - TOP CHORD 2x4 SP 285OF 1.8E *Except* 5-6: 2x4 SP No.2 BOT CHORD 2x4 SP 285OF 1.8E *Except* 12-15: 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-6-0, Right 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 2=1683/0-8-0, 9=1683/0-8-0 Max Horz 2=144(LC 6) Max Uplift 2=788(LC 8), 9=-793(LC 8) = 1:51.2 n' 10 c5 DEFL. in (loc) Udefl L/d PLATES GRIP Vert(LL) 0.2911-13 >999 240 MT20 244/190 Vert(CT) -0.43 14-16 >854 180 Horz(CT) 0.10 9 n/a n/a Weight: 151 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2878/1391, 4-5=-2492/1259, 5-6=-2317/1264, 6-7=-2493/1258, 7-9=-2878/1388 BOTCHORD 2-16=-1161/2633, 14-16=-1161/2633, 13-14=-908/2316, 11-13=1159/2632, 9-11 =-1 159/2632 WEBS 4-14=-417/272, 5-14=-49/304, 6-13=48/304, 7-13=-416/270 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=6.Opsf; h=24ft; B=45ft; L=31ft; eave=oft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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 100 lb uplift at joint(s) except (jt=lb) 2=788,9=793. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 111111111//1/III No 39380 � * r WF ,� 11111 Thomas A. Albanl PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 25,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 1010312015 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13874617 J35812 C04 Hip 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MTek Industries, Inc. Wed Apr 2510:51:12 2018 Page 1 ID:rfyniNNPnyE9VYMxiH7EEazNDbv-x WMtCgfPMsl3UVBuR6iBWPZT5Vpf70NKTQM4zNC4D 5-10-14 11AA 15-M 19-6-12 24-7-14 30-6-12 30- -0 0 -4 5-10-14 5-1-2 4-34-3-6 4-3-633-G 5-1-2 5-10-14 0-0 4.00 12 4x6 = 3x4 4x6 = = 5 30 6 31 7 Scale = 1:51.2 1r- 15 14 -- 1L 3x4 = tx4 II 3x4 =3x8 = 3x8 =3x4 = 1x4 II 3x4 = 1�6 510-14 11-0-0 19-6-12 24-7-14 293-0 30-0-12, LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.25 12-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.75 Vert(CT) -0.39 14-15 >933 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.26 Horz(CT) 0.10 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 151 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP 285OF 1.8E *Except* TOP CHORD Structural wood sheathing directly applied. 5-7: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP 285OF 1.8E `Except' 13-16: 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-6-0. Right 2x6 SP No.2 2-6.0 REACTIONS. (lb/size) 2=1683/0-8-0, 10=1683/0-8-0 Max Harz 2=122(LC 6) Max Uplift 2=788(1_C 8), 10=793(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2769/1351, 4-5=-2714/1331, 5-6=2547/1328, 6-7=2547/1327, 7-8=2713/1331, 8-10=-2769/1348 BOT CHORD 2-17=-1130/2525, 15-17=-1130/2525, 14-15=-1167/2744, 12-14=1126/2525, 10-1 2=-1 126/2525 WEBS 4-15=-49/251, 5-15=93/373, 6-15=-433/197, 6-14=-433/197, 7-14=-93/373, 8-14=-49/251 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=6.Opsf; h=24ft; B=45ft; L=31ft; eave=oft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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 100 lb uplift at joint(s) except Qt=lb) 2=788,10=793. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ,,,,11111111/II///I �`�, O�PS A. No 39380 tu 44/ ,1111111111111110 Thomas A. Alban[ PE No.39380 Mrfek USA, Inc. FL Gen 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 25,2018 ©WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312016 BEFORE USE. Design valid for use only with Wek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13674618 J35812 C05 Hip 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s.Feb 12 2018 MiTek Industries, Inc. Wed Apr 25 10:51:13 2018 Page 1 ID:rfyniNNPnyE9VYMxiH7EEazNDbv-PB4k5XhHAg_the4NS9dxkjVXysTvY4kAc C_vWzNC4C 0. 9-a0 57-14 30S 30- -0 -0 4-ta14 4.1-2 63-6 6-3-6 4-1-2 4-ia14 4.00 12 6x6 = 3x4 = Scale = 1:51.2 4x8 = lx4 II 4x8 = 5 29 6 30 7 16 15 14 13 12 6X6 = 4x4 = 3x4 = 3xB = 3x4 = 4x4 = V A Oil n O 3x4 = 30-6-12 13617 9-0-0 15-3.6 2e-11.6 2 13-6 0 74-10 6-M 6-3-6 7�-10 0 1J-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.30 14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.61 Vert(CT) -0.41 14-16 >904 180 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(CT) 0.10 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 149 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP 285OF 1.8E `Except` TOP CHORD Structural wood sheathing directly applied. 5-7: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP 285OF 1.8E `Except* 13-15: 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-6-0, Right 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 2=1683/0-8-0, 10=168310-8-0 Max Horz 2=100(LC 6) Max Uplift 2=788(LC 8), 10=793(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2651/1327, 4-5=-2868/1392, 5-6=-3450/1749, 6-7=3450/1749, 7-8=-2868/1391, 8-10=-2651/1323 BOT CHORD 2-16=-1086/2368, 14-16=-1130/2698, 12-14=1128/2698, 10-12=1083/2368 WEBS 4-16=-99/516, 5-14=-416/977, 6-14=-607/424, 7-14=-417/977, 8-12=-101/516 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=6.Opsf; h=24ft; B=45ft; L=31ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 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 100 lb uplift at joint(s) except Qt=lb) 2=788, 10=793. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. -9 No 39380 �-10 :ice r OR1QP N�>�: '�NA11 0"�`� Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 25,2018 ,WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 1010312015 BEFORE USE. • Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIl Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13874619 J35812 C06G HIP GIRDER 2 n L Job Reference (optional) Cast looast I Fuss, ri. r[C Ge, rL a14a40 ts.ziu s reD 1z zuits MI t etc InausineS, Inc. vvea Apr zo lu:b1:1b Zulu rage 1 I D:rfyniN NPnyE9VYMxiH7EEazN Dbv-LZBUVDiYiHF bwyElZagPp8atig4DOyIS31h4zPzNC4A P 23-6-12 0- 3-10-14 3-i-2 4-2-9 40.13 4-0-13 42-9 3.1-2 3-10-14 0. NAILED = 4.00 12 4x8 4 NAILED NAILED 1x4 II NAILED 31 5 32 33 NAILED NAILED NAILED NAILED 3x8 = NAILED 1x4 II NAILED 4x8 6 34 35 7 36 8 Scale = 1:50.5 khow i _P �-i! III�IBIB�111 �-i �E•]tIl '�'��� - IJ 18 37 17 16 38 15 39 Sx5 = 3x4 3x4 = 3x8 = NAILED 1x4 11 NAILED Special NAILED NAILED NAILED NAILED 14 13 40 12 3x8 = 3x4 = 3x4 = NAILED NAILED Special IK 5x5 = 3x4 = 0 n 101.E N 1 O 30-6-12 7-0-0 11-2-9 15.3-6 19-0J 23-6.12 28-11-6 2 13S 0 5-0-10 4-2-9 4-0-13 4-0.13 42-9 5-0-10 0-0- 136 Plate Offsets (X.Y)- f2:0-4-0,0-1-101. 13:0-2-0,0-2-41. f4:0-5-4.0-2-01. 18:05-4.0-2-01. f9:0-2-0 0-2-41. f10:0-4-0,0-1-101 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.40 15 >924 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.94 Vert(CT) -0.48 15 >759 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.46 Horz(CT) 0.11 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 321 lb FT = 0% LUMBER - TOP CHORD 2x4 SP 285OF 1.8E *Except* 4-8: 2x4 SP No.2 BOT CHORD 2x4 SP No.1 'Except* 13-17: 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 3-7-9, Right 2x6 SP No.2 3-7-9 REACTIONS. (lb/size) 2=2627/0-8-0, 10=2627/0-8-0 Max Horz 2=78(LC 23) Max Uplift 2=-1421(LC 8), 10=1426(1_C 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-2-12 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-856/470, 3-4=-5176/2928, 4-5=7071/4006, 5-6=-7071/4006, 6-7=-7071/4005, 7-8=-7071/4005, 8-9=-5176/2926, 9-10=-856/460 BOT CHORD 2-18=2051/3754, 16-18=-2621/4887, 15-16=-4223/7825, 14-15=4223/7825, 12-14=2619/4888, 10-12=2046/3754 WEBS 3-18=672/1335, 4-16=1368/2559, 5-16=648/536, 6-16=-917/501, 6-15=0/315, 6-14=917/501, 7-14=-648/536, 8-14=-1369/2559, 9-12=674/1335 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=6.Opsf; h=24ft; B=45ft; L=31ft; eave=oft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=1421,10=1426. 10) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS gujdlines. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 201 lb down and 151 lb up at 7-0-0, and 201 lb down and 151 lb up at 23-6-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. �%% 0,,PS 1 A •- \G E•N S No 39380 F .4 O R P N N A �1'; � 11111 Thomas A. Albani PE N0.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 25,2018 QWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. • Design valid for use only with Mi rek® 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 M iTek" 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, see ANSUTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply T13874619 J35812 C06G HIP GIRDER 2 2 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34941i ti.ziu s FeD iz zult1 MI I eK Inausines, Inc. vveo Aprzo iu:oino Lulu rage I D:rfyni NNPnyE9VYMb H7EEazN D by-LZB UVDiYiH FbwyElZagPp8atig4D0yl S3lh4zPzNC4A LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=30, 2-4=-90, 4-8=90, 8-10=-90, 10-11=-30, 19-25=-20 Concentrated Loads (lb) Vert: 4=122(F) 8=-122(F) 18=-201(F) 16=34(F) 5=-122(F) 15=67(F) 6=-243(F) 7=122(F) 14=-34(F) 12=201(1=) 31=122(F) 33=122(1=) 34=-122(F) 36=122(F) 37=34(F) 38=34(F) 39=-34(F) 40=34(1`) ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building. design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ivi iTek° 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, see ANSUTP11 quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Jab Truss Truss Type Oty Ply T13874620 J35812 FL01 Floor 14 1 LbR.f.renre(optional) tast coast I russ, m. Pierce, rL 3494ti u,2iu s ven 1z zui8 mi i etc Inaustnes, Inc. vvect Apr zb 1u:51:1I zu16 Page 1 I D: rfynni N NPnyE9VYMxiH7EEazN Dbv-HyJFwvkoEuVJ9 FO8h7ituZg 6_UnsU n W IXcAB2 HzNC48 0:3� o0 2r1=1 g � �1 3x3 = 3x3 = 3x6 FP = 7x10 = 4x4 = 4x4 = 3x3 = 3x6 FP = 5x5 = 5x5 = 3x3 = 3x3 = 1 2 3 4 5 6 7 8 9 10 11 12 Scale = 1:46.5 3x3 = 4x4 = 4x4 = 7x10 = 13 14 15 16 36 34 0 IF I� 32 31 30 29 28 27 2625 2423 22 21 20 19 18 17 3x3 11 5x5 = 3x8 M18SHS FP = 3x3 = 2x3 11 2x3 11 3x3 = 4x4 = 4x4 = 5x5 = 3x3 11 4x4 = 4x4 = 5x5 = 5x5 = 3x8 M18SHS FP = 13.4-0 14-9.8 1-10-8 4-48 6.10-8 11-10-6 1 -4 14-4-0 17-3.8 19-9-9 22-3-9 249-8 26-6-0 1-10-6 2-6-0 2A-0 26A N. 2-6-0 5- 1-0-0 1-0-00-5- 2-6-0 2-6-0 2-6-0 2-6.0 1-10-8 Plate Offsets (X.Y)— 11:0-2-S.Edgel. 18:0-1-8.Edge1, 19:0-1-8.Edge1. 116:0-2-8.Edge1, r24:0-1-8,0-0-01. 125:0-1-8.Edge1. 135:0-0-12,0-2-81, 136:0-0-12.0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.98 Vert(LL) -0.62 24-25 >507 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(CT) -0.86 24-25 >368 240 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(CT) -0.02 36 n/a n/a BCDL 5.0 Code FBC20171TP12014 Matrix-S Weight: 153 lb FT = 0%F, O%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 6-11: 2x4 SP No. 1(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP No.1(flat) *Except* 20-29: 2x4 SP 285OF 1.8E(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) REACTIONS. (lb/size) 35=1412/0-3-0, 36=1412/0-3-0 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-1464/0, 3-4=3278/0, 4-5=4650/0, 5-7=-5573/0, 7-8=6080/0, 8-9=6128/0, 9-10=6080/0, 10-12=-5573/0, 12-13=-4649/0, 13-14=-3278/0, 14-16=1464/0 BOT CHORD 31-32=0/280, 30-31=0/2471, 28-30=0/4064, 27-28=0/5216, 26-27=0/5910, 25-26=0/6128, 24-25=0/6128, 23-24=0/6128, 22-23=0/5909, 21-22=0/5216, 19-21=0/4064, 18-19=0/2471, 17-18=0/280 WEBS 8-25=529/542, 9-24=-529/541, 1-31=0/1733, 3-31=1606/0, 3-30=0/1280, 4-30=1248/0, 4-28=0/931, 5-28=899/0, 5-27=0/567, 7-27=-535/0, 7-26=93/572, 8-26=-844/503, 16-1 8=0/1 733, 14-1 8=1 606/0. 14-19=0/1280, 13-19=-1248/0, 13-21=0/930, 1 35' 16811 /0, 16-36= 0168110 0-22=534l0, 10 23=-93/573, 9-23=844/502, �, 0 NOTES- I ��`,��•'�,�G E N SFeg2/��i 1) Unbalanced floor live loads have been considered for this design. i No 39380 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Bearing at joint(s) 35, 36 considers parallel to grain value using ANSIfrP1 1 angle to grain formula. Building designer should verify = capacity of bearing surface. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. •; Strongbacks to be attached to walls at their outer ends or restrained by other means. Q'.• � .��,; • P \.� • O R , Q % •,�S'S�0 `�� 14A nn� Thomas A. Albans PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 25,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. • Design valid for use only with Mfrek® 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 iwiTek' 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, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13874621 J35812 FL02 Floor Girder 1 1 Job Reference (optional) Last L oasr i russ, Ft. rierce, FL 34y40 :3 i ts,zlu s reD 1Z zults mi ieK maustnes, mC. vveo Aprzn 1U:o1:1ts zults rage 1 I D: rfyn iN NP nyE9VYM1dH7 EEazNDbv-18td8FIQ?CdAnPzKFi D 6RmCHKt5V D B RvlGwlakzNC47 Scale = 1:47.1 MSH426 4x6 II 3x6 FP = 3x6 I I 3x6 FP = 6x12 = 5x6 II 4x6 II 4x6 II 3x6 II 3x6 II 3x6 II 3x6 II 4x6 It 5x6 II 6x12 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 HITI 36 m eQ 3 34 tQ Ig d 32 31 30 29 28 27 26 25 2423 22 21 20 19 18 17 16 3x6 11 7x6 = 3x8 M18SHS FP = 3x6 11 3x6 I I 3x6 I I 3x6 I I 4x6 11 5x6 I I 7x6 = 3x6 I I 5x6 11 4x6 I I 3x8 M18SHS FP = 3x6 11 3x8 Ml8SHS FP = 2x3 SP = 3x8 M18SHS FP = 1-10-8 4-0-8 6-10-8 9-0-8 11-10-8 17-3-8 19-9-8 22-3� 24-9-8 26-8-0 1-10-e 211 2-6-0 2�-0 211 5-5-0 2F>-0 2-6-0 2-6-0 1-10-8 Plate Offsets (X.Y)- f1:0-4-8.Edael. f9:0-3-0.0-0-01. f15:0-4-S.Edael. f35:0-0-12.0-2-81, f36:0-0-12,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 40.0 Plate Grip DOL 1.00 TC 1.00 Vert(LL) -0.49 24-25 >644 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.96 Vert(CT) -0.68 24-25 >465 240 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(CT) -0.01 36 n/a n/a BCDL 5.0 Code FBC2017ITPI2014 Matrix-S Weight: 221 lb FT = O%F, O%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc purlins, BOT CHORD 2x4 SP No.2(flat) 'Except` except end verticals. 26-32,21-29,19-26: 2x4 SP No.1(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) *Except* 15-16: 2x4 SP No.2(flat) OTHERS 2x4 SP No.3(flat) REACTIONS. (lb/size) 35=1557/0-3-0, 36=15BO/0-3-0 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1729/0, 2-3=3983/0, 3-4=5717/0, 4-6=-6977/0, 6-7=-7759/0, 7-8=8012/0, 8-9=8012/0, 9-10=8012/0, 10-12=-7122/0, 12-13=-5B28/0, 13-14=-4051/0, 14-15=1758/0 BOT CHORD 31-32=0/324, 30-31=0/2991, 28-30=0/4953, 27-28=0/6459, 25-27=0/7478, 24-25=0/8002, 23-24=0/8012, 22-23=0/7643, 20-22=0/6591, 18-20=0/5042, 17-18=0/3038, 16-17=0/332 WEBS 15-17=012047, 1-31=0/2018, 14-17=-1935/0, 2-31=1908/0, 14-18=0/1531, 2-30=0/1500, 13-18=-1498/0, 3-30=-1466/0, 13-20=0/1189, 3-28=0/1154, 12-20=1152/0, 4-28=-1121/0, 12-22=0/834, 4-27=0/783, 10-22= 836/0, 6-27=-758/0, 10-23=0/852, 6-25=0/587, 8-24=-314/0, 9-23=-346/0, 7-25=-554/0, 7-24=-282/457, 1-35=1853/0, 15-36=1883/0 ,p PS A. NOTES- ♦♦,,Q`v `� •. G E N S'�•; ,`♦♦ �� 1) Unbalanced floor live loads have been considered for this design. i No 39380 2) All plates are MT20 plates unless otherwise indicated. „ 3) Plates checked for a plus or minus 0 degree rotation about its center. >tr 4) Bearing at joint(s) 35, 36 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify * = capacity of bearing surface. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. : �•;• Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Use USP MSH426 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 14-6-4 from the left end to connect truss(es) to front face top i�,T O Q ,� \_♦♦♦ 0 1 of chord. 7) Fill all nail holes where hanger is in contact with lumber. R �/� ss �' • • • • ` �>`♦ 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ��,1,14N A1111 � W" LOAD CASE(S) Standard Thomas A. Albans PE No.39380 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 MITek USA, Inc. FL Cert 6634 Uniform Loads (plf) 6904 Parke East Blvd. Tampa FL 33610 Vert: 1632=10,1-15=-100 Date: April 25,2018 e wARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev, 10/03)2015 BEFORE USE. • Design valid for use only with MiTeM 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 andlor 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, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13874621 J35812 FL02 Floor Girder 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 8=314(F) 8,210 s Feb 12 2018 MiTek Industries, Inc. Wed Apr 25 10:51:18 2018 Page 2 I D:rfyniN N PnyE9VYMxj H7EEazN Dbv-IBtd BFIQ?CdAn PzKFiD6RmCHKt5VDBRvlGwlakzNC47 AwARN1NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10103/2015 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-99 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 r Job Truss Truss Type Qty Ply T13874622 J35812 FL03 Floor 1 1 Job Reference (optional) test coast I russ, rt. merce, rL J4a40 11� 3x10 = 5x10 = 3x3 = 3x3 = 1 2 3 19 0 a5 o.z iv s rev I [ cu 10 IVII I eK Inausrnes, Inc. vvea rtpr co Iu:o I: I y cu I o rage I ID:rfyniNNPnyE9VYMxiH7EEazNDbv-ELR7Lbm21V11 PZYXoQkL_IZ5HYBynl2_wf16AzNC46 OI— 9-0 Scale: 12"=l' 3x3 = 1x4 II 1x4 II 3x3 = 3X3 = 3x6 = 4 5 6 7 8 9 17 16 15 14 13 12 11 10 3x3 II 3x4 = 3x3 = 3x3 = 3x3 = 3x3 = 4x4 = 3x3 I I 1-10-8 4.4.8 10-4-8 12-10-8 ....., .. ,... � ,... --- � ,. LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.55 BC 0.49 WB 0.42 Matrix-S DEFL. in Vert(LL) -0.07 Vert(CT) -0.09 Horz(CT) 0.02 (loc) Vdefl Lid 14 >999 360 14 >999 240 10 n/a rile PLATES GRIP MT20 2441190 Weight: 87 lb FT = 0%F, 0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 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. OTHERS 2x4 SP No.3(flat) REACTIONS. (lb/size) 10=773/Mechanical, 19=739/0-3-0 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 9-10=768/0, 1-3=-732/0, 3-4=-1454/0, 4-5=1755/0, 5-6=-1755/0, 6-7=1755/0, 7-8=1391/0, 8-9=592/0 BOT CHORD 15-16=0/1195, 14-15=0/1690, 13-14=0/1755, 12-13=0/1648, 11-12=0/1113 WEBS 9-11=0/889, 1-16=0/819, 8-11=828/0, 3-16=-746/0, 8-12=0/441, 3-15=0/411, 7-12=408/0, 4-15=375/0, 7-13=60/326, 4-14=105/288, 1-19=-908/0 NOTES- 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 to girder(s) for truss to truss connections. ,,� 4) Bearing at joint(s) 19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. �� �� S' A' 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. `♦ �0 .,• '•,. Ej� 3 Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION, Do not erect truss backwards. NO 39380 'O• ` N OR`OP % %' o N A' '� % Thomas A. Alban) PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 25,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeW connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the 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 Welk' 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, see ANSI/TPI7 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply T13874623 J35812 FL04 Floor Girder 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Wed Apr 25 10:51:19 2018 Page 1 ID:rfyniNNPnyE9VYMxiH7EEazNDbv-ELR7Lbm21V11 PZYXoQkL_IdzHfOypu2_wf16AzNC46 1-2-10 MSH4,)6 I 3x6 - 1 3x6 = 7 2 1x4 I I 3 Scale = 1:11.2 3x6 = 5 3x3 I 3x3 I I 3-0-12 3-0-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.31 Vert(LL) -0.00 5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.03 Vert(CT) -0.00 5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(CT) -0.00 4 n/a n/a BCDL 5.0 Code FBC2017rrP12014 Matrix-P Weight: 25 lb FT = 0%F, O%E LUMBER- BRACING - TOP CHORD 2x4 SP 285OF 1.13E(flat) TOP CHORD BOT CHORD 2x4 SP N0.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 6=569/Mechanical, 4=414/Mechanical FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-560/0, 3-4=405/0, 1-2=-364/0, 2-3=-364/0 WEBS 3-5=0/540, 1-5=0/540, 2-5=-788/0 Structural wood sheathing directly applied or 3-0-12 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Use USP MSH426 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 1-2-8 from the left end to connect truss(es) to back face of top chord. 5) Fill all nail holes where hanger is in contact with lumber. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 4-6=10. 1-3=-100 Concentrated Loads (lb) Vert: 7=673(B) ,,`1111111111/j't A. No 39380 141 \F ss'f0 N Al 1�, .,` �� Thomas A. Albanl PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 25,2018 ®WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7472 rev. 10/03/2015 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 vedy the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent bucklingof 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, see ANSUTP11 Quality Criteria, DSB.89 and SCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply T13874624 J35812 ZCJ1 Jack -Open 20 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Wed Apr 25 10:51:20 2018 Page 1 I D: rfyniN N PnyE9VYMxi H7EEazN Dbv-iX?NZxmg WptuOi7j M7Ga WBI rGh_d hK9C DaP reczN C45 0- 1-0-0 0 -0 1-0-0 11 2x4 = 1-0-0 1-0-0 Scale = 1:6.1 PROVIDE BEARING CONNECTION(S) TO RESIST HORIZONTAL REACTION(S) SHOWN. LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 7 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.09 Vert(CT) -0.00 7 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 3 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 3=0/Mechanical, 4=1 11 /Mechanical Max Horz 3=156(LC 1), 4=157(LC 8) Max Uplift 4=106(LC 8) Max Grav 4=111(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=6.Opsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=106. ♦ t% J1111111111 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. , , tj A No 39380 � * r = . • Izr r Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 25,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not, a truss system. Before use, the building designer must verify the applicability of design parameters and 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, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 2,2314. Tampa, FL 36610 Job Truss Truss Type City Ply T13874625 J35812 ZCJ3 Jack -Open 16. 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Wed Apr 25 10:51:212018 Page 1 I D: rfyni NN PnyE9VYMxjH7EEazN Dbv-AjZmmGnIH7?lethvwgnp3Pgzt5HfQnOLSE8P B3zNC44 0- 3-0-0 0- 4 3-M Scale = 1:9.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.01 5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.29 Vert(CT) -0.02 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight: 11 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size), 3=19/Mechanical, 2=363/0-8-0, 4=-57/Mechanical Max Horz 2=80(LC 8) Max Uplift 3=41(LC 8), 2=-134(LC 8), 4=57(LC 1) Max Grav 3=19(LC 1), 2=363(LC 1), 4=25(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=6.Opsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=134. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. %01111111111,11�, ����`p�Ps A• q�B'i��i ,��,�•r .. \, \ G E N BF.; No 39380 r * r .00 O N ls I ilt" .�`,, Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 25,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11111•7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not �- a truss system. Before use, the building designer must 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 ITeI.' MV 1 1� MiTek" Is ahvays 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 ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13874626 J35812 ZCJ3B Jack -Open 4 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Wed Apr 25 10:51:21 2018 Page 1 I D:rfymiNNPnyE9VYMxiH7EEazNDbv-AjZmmGnIH7?Iethvwgnp3Pq?o5LIQnOLSEBPB3zNC44 3-0-0 3x8 11 2-1.6 Scale = 1:9.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.00 5 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.06 Vert(CT) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 13 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 3=12/Mechanical, 4=-10/Mechanical, 2=323/0-8-0 Max Horz 2=80(LC 8) Max Uplift 3=28(LC 8), 4=10(LC 1), 2=-119(LC 8) Max Grav 3=12(LC 1), 4=2(LC 3), 2=323(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=6.Opsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 4) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ,���� CJ A, A�B 5) Refer to girder(s) for truss to truss connections. `,% O�P 6) Provide mechanical connection (by others) of truss to bearing capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) '� �.� SF•'. 2j �i plate �� 2=119. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. i No 39380 O N A `0C,. Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 25,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mirek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13874627 J35812 zCJ5 Jack -Open 16 1 LbRef.rence(ontionall East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Wed Apr 25 10:51:22 2018 Page 1 ID:rfyniNNPnyE9VYMxiH7EEazNDbv-ew68zcox2Q7cG1 G6UYI2bcN6EVdC9EeUguuyjVzNC43 0- -4 5-0-0 0 -4 5-0.0 Scale = 1:13.3 3x6 11 1-7-6 , 5.0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.01 5 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.27 Vert(CT) -0.02 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a file BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 17 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 3=122/Mechanical, 2=407/0-8-0, 4=17/Mechanical Max Horz 2=134(LC 8) Max Uplift 3=111(LC 8), 2=-153(LC 8) Max Grav 3=122(LC 1), 2=407(LC 1), 4=49(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=6.Opsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) %��`QMPS 3=111, 2=153. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum i sheetrock be applied directly to the bottom chord. N O 3 9380 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 441 Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 25,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing " Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply T13874628 J35812 ZCJ5B Jack -Open 4 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Wed Apr 25 10:51:23 2018 Page 1 ID:rfyniNNPnyE9VYMxiH7EEazNDbv-66gWBypZpkFTtArI I FpH8gwKuu_UuhuevYdVFxzNC42 5-0-0 5-0-0 3x8 II 1S-0 1-9-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.25 TC 0.25 TCDL 15.0 Lumber DOL 1.33 BC 0.21 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 3=116/Mechanical, 4=42/Mechanical, 2=387/0-8-0 Max Horz 2=134(LC 8) Max Uplift 3=-99(LC 8), 4=-9(LC 8), 2=-146(LC 8) Max Grav 3=116(LC 1), 4=55(LC 3), 2=387(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale=1:12.7 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.02 5 >999 240 MT20 244/190 Vert(CT) -0.02 5 >999 180 Horz(CT) -0.01 3 n/a n/a Weight: 19 lb FT = O% BRACING - TOP CHORD Structural wood sheathing directly applied BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=6.Opsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 2=146. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ,%0111111111111'1 O No 39380 i /ONALE% 1111111111110% Thomas A. Albanl PE No.39380 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 25,2018 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and propedy 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 fabdcatlon, storage, delivery, erection and bracing oft russes and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T13874629 J35812 ZEJ7 Jack -Open 34 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 4x6 11 Plate Offsets (X.Y)— 12:0-1-6,Edae1. 12:0-1-4.1-2-121 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.25 TC 0.82 TCDL 15.0 Lumber DOL 1.33 BC 0.57 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC20171TPI2014 Matrix -AS LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 3=212/Mechanical, 2=50010-8-0, 4=54/Mechanical Max Horz 2=189(LC 8) Max Uplift 3=177(LC 8), 2=-190(LC 8) Max Grav 3=212(LC 1), 2=500(LC 1), 4=93(LC 3) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. 7-0-0 7-0-0 8.210 s Feb 12 2018 MiTek Industries, Inc. Wed Apr 25 10:51:23 2018 Page 1 ID:rfyniNNPnyE9VYM1dH7EEazNDbv-66gWBypZpkFTtAd 1 FpH8gwBsuvsuhuevYdVFxzNC42 Scale=1:16.5 DEFL. in (loc) Udefl L/d PLATES GRIP Vert(LL) -0.09 5 >886 240 MT20 2441190 Vert(CT) -0.08 5 >999 180 Horz(CT) -0.03 3 n/a n/a Weight: 23 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=6.Opsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ut=lb) 3=177, 2=190. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. ,%0%J111111//I',I %Q�NS A. q�6,���i �9 No 39380 i •: :• .0O,t1. A 1E % % % Inn Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 25,2018 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �p 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 Indicatedisto 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, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply T13874630 J35812 ZEJ7B Jack -Open 3 1 Job Reference o Lionel East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Wed Apr 25 10:51:24 2U18 Page 1 ID:rfyniN NPnyE9VYMxiH7EEazNDbv-alEu01pBa2NKVKQUbzKWh1 SMAIFAd88n8CN3nOzNC41 0- 4 7-0-0 0- 4 7-0-0 Scale: 3/4"=1' 3x8 II 12 12 7-M 1 00 5-2-10 Plate Offsets (X.Y)— 12:0-2-14.0-0-101. 12:0-0-12.1-7-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi Ltd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.10- 4-9 >845 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.56 Vert(CT) -0.11 4-9 >789 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.04 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 25 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 3=206/Mechanical, 4=74/Mechanical, 2=48510-8-0 Max Horz 2=189(LC 8) Max Uplift 3=165(LC 8), 4=-B(LC 8), 2=-184(LC,8) Max Grav 3=206(LC 1), 4=97(LC 3), 2=485(LC 1) FORCES. (lb) -Max. Camp./Max. Ten. -All farces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=6.Opsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. l%J 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 fit between the bottom chord and any other members. S' A11111 �� will 5) Refer to girder(s) for truss to truss connections. `�� •E '9 6) Provide truss to bearing 100 Ito 4 except ,� N SF�'.2j �i '�� •• mechanical connection (by others) of plate capable of withstanding uplift at joint(s) Qt=lb) �� ��Ci 3=165, 2=184. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum i No 39 380 sheetrock be applied directly to the bottom chord. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. rJJJ Thomas A. Albans PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 25,2018 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters.and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply T13874631 J35812 ZHJ7 Diagonal Hip Girder 8 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8,210 s Feb 12 2018 MiTek Industries, Inc. Wed Apr 25 10:51:25 2018 Page 1 ID:rfyni N N PnyE9VYM1dH7 EEazND by-2 UoGcegp LLVA7U?g9gdD F?fMiekMZsxMs6cKgzNC40 5-5-11 9-10-1 O- -6 5-5-11 4-45 3x4 I I Scale=1:20.5 3x10 II NAILED A~ NAILED 3X6 — 5 3xs II NAILED NAILED 1-9-6 2-3-0 5-5-11 9-10-1 1-9-6 O E 10 3-2-11 4-4-5 Plate Offsets (X.Y)— 12:0-0-5,Edgel.12:0-1-3.1-9-41.f2:0-4-11.0-0-11.(4:0-2-15.0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.02 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.28 Vert(CT) -0.03 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WE 0.16 Horz(CT) -0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 45 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-4-14 oc bracing. WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 4=1 71 /Mechanical, 6=196/Mechanical, 2=753/0-11-5 Max Horz 2=213(LC 4) Max Uplift 4=-153(LC 4), 6=-131(LC 4), 2=660(1_13 4) Max Grav 4=171(LC 1), 6=201(LC 28), 2=753(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 2-3=-507/372 BOT CHORD 2-7=-481/474, 6-7=-481/474 WEBS 3-6=-458/479 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=6.Opsf; h=24ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates for 0 degree its ,���,` S A. checked a plus or minus rotation about center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦♦♦ O�P ♦ ' 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �� •• �� G E N SF'' ♦�♦ will fit between the bottom chord and any other members. i No 39380 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 71r 4=153, 6=131, 2=660. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. "NAILED" 8) indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. �•;� �• 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. o 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ���.(�' P,� OAD ) Standard,,S�O �Q \_♦♦� .�` ♦♦ 1 D ad +Roof (balanced): Lumber Increase=1.33, Plate Increase=1.25 N A1-,E� Uniform Loads (plf) 1111 1 111 Vert: 1-2=-30, 2-4=-90, 5-8=-20 Thomas A. Albanl PE No.39380 Concentrated Loads (lb) MITek USA, Inc. FL Cert 6634 Vert: 15=-165(1`=-82, B=-82) 16=96(F=48, B=48) 17=9(F=5, B=5) 6904 Parke East Blvd. Tampa FL 33610 Date: April 25,2018 ©WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an Individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always 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 ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply T13874632 J35812 ZHJ7B Diagonal Hip Girder 2 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 8.210 s Feb 12 2018 MiTek Industries, Inc. Wed Apr 25 10:51:26 2018 Page 1 ID:rfyniNNPnyE9VYMxiH7EEazNDbv-WhMfp_rR6fd1 keatjOM_mSXpy6z150L4bWsAsGzNC4? 5-5-12 9-10-1 0 5-5-12 4-4-5 Scale = 1:19.2 3x4 11 3x10 II 5 3x6 11 2-0-3 2S 14 5-6-12 9-10-1 2-0.9 0111 2-11-14 4-45 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.04 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.34 Vert(CT) -0.04 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.15 Horz(CT) -0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 45 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 4=174/Mechanical, 6=204/Mechanical, 2=813/0-11-5 Max Horz 2=213(LC 4) Max Uplift 4=156(LC 4). 6=-129(LC 4), 2=669(LC 4) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-476/303 BOT CHORD 2-7=-407/430, 6-7= 407/430 WEBS 3-6=-402/392 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-11-2 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=9.Opsf; BCDL=6.Opsf; h=24ft; B=45ft; L=241t; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=156,6=129,2=669. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3.25') toe -nails per NDS guidlines. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-30, 2-4=-90, 5-8=-20 Concentrated Loads (Ib) Vert: 15=165(1`=82, B=82) 16=60(F=30, B=30) 17=27(1`=13, B=-13) % Al ���O�PS A. i ♦ No 39380 r"17� iAll- • Thomas A. Albanl PE No.39380 MITek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 25,2018 WARNING • Verify design paameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11.7473 rev. 1010312016 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 property Incorporate this design Into the overall p� IA� building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing I VI iTek' 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, see ANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 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. O'y1fi r For 4 x 2 orientation, locate plates 0- ",d' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. " Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering system 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS c1-2 c2a c 4 WEBS � O m U U �b6 ,n U d O H c7-8 csa cs� BOTTOM CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR=2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 ® General safety (Votes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specked. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.