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Home My WebLink AboutTrussA=LIFE SAFETY WARNING This symbol identities I e baTety vvarnirigs Mat should given special attention by all persons installing trusses. 5PAGING NOTE ALL TRUSSES ARE TO BE SET AT 2.-O: ON CENTER 30' Span'lor less ® 30' to 60' Span 0 degrees Spreader Bar Approx 2/3 to T Line span aPPr�ox. 9 REFER TO BCSI Truss must be set this Way If crane used. REFER TO BCSI Truss must be net this way If crane used. True. la an example, your trues may not match. This is an example, truss may not match. Insist crane operator sets truss this way. Insist crane operator sets truss this way. EXCEPT AS NOTED CEI G AT 1 INDICATES LOAD BEARING REQUIRED BY TRUSSES 11' SUPPLIED BY BUILDER AT A HEIGHT OF 10'-0" ABOVE FINISHED FLOOR i INDICATES LOAD BEARING I REQUIRED BY TRUSSES SUPPLIED BY BUILDER AT A HEIGHT OF 12'-0" ABOVE FINISHED FLOOR 1 0 0 v M! A ARRANGE WITH CRANE OPERATOR IN ADVANCE FOR A SPREADER BAR OF 21'- 28"IN LENGTH WITH SPANS LONGER THAN o bee", "' ' ' " ' '-" ' " - " ' - - - - - - + ' 3CONSU THE CONSULT PIGGY BACK TRUSSES MUST BE ATTACHED AND BRACED PER ENGINEERING DETA CONSULT BCSI RFECTIONS. SPECIAL INSTALLATION CARE MUST BE TAKEN METAL ROOFS SHOW IMPE MULTIPLE PLY TRUSSES MUST DE FASTENED TOGETHER FER ENGINEERING DEFORE THEY ARE SET. SEAT PLATES BY CHAMBERS U REPRESENTS A HANGER Hanger Schedule T Tap, HT TS26 for 2X4_ ST TH46 for 4X2 excent as shown Carried truss Carrying truss Hanger ID Fasteners for Carried truss Fasteners for Carrying truss GRG GRF1 THD26-2 12-10d 18-16d GRG GRH THD26-2 12-10d 18-16d *Please refer to Standard Engineering package for general instructions on installing hangers. 1 Od=0.148"x 3" 16d=0.162" x 3 1/2" For Truss to Truss Connections see hanger/connector schedule in engineering package. Carrying Girder tD ailsmutbe as hown. Guide tabs oome angle nails. Truss L I All load bearing walls, headers, beams & lintels must be in place at indicated height before trusses are installed. AL AIR h—tA1VDl_i✓1! NET= UNLESS NOTED ELSEWHERE ON ;THIS LAYOUT. THESE TRUSSES ARE NOT DESIGNED FOR AIR HANDLERS IN THE ROOF OR FOR ANY OTHER A/C REQUIREMENT5. THIS MAY BE IN CONFLICT WITH BUILDING CODE AND A/C DESIGN REQUIREMENTS. CONSULT WITH BUILDING DEPARTMENT AND A/C CONTRACTOR. CLOUZ ED AREAS ARE OF , I' i� SPECIAL CONCERN & MU BE CHECKED CAREFULLY & M Y t INDICATE DEVIATION FROM I -- ,� PLANS.� �.. _ weewee f.tI I �2'-11 3/4„ caeoseH F- .. ioree.E�a. u eee or. O a' oc. Thou CCAW," Nc14s 24- a,Ly CORNER DETAIL OVERHANGS NOT SHOWN FOR CLARITY PIGGY BACK DETAIL MATERIAL 8, LABOR TO ATTACH PIGGYBACKS IS THE RESPONSIBILITY OF THE BUILDER. FAILURE TO ATTACH AS SHOWN CAN RESULT IN FAILURE OF ROOF, INJURY AND LOSS LIFE. FAILURE CAN OCCUR DURING INSTALLATION OR LATER. Badcky 8.48- 1/2' cox PLYWOOD GUSSET ANO antfty... Let ... I Braalnq Baas True" 24" MAX OC 36" MAX OC BuAeer/Truss Installer la attach posy back trun to bole trues ellh a'xe'N/2' Plywood aueseet a madman 3e' on aerter eah 4 ad common had. In bottom ahord of Plgpy Back Trues and top chord of Bores Truee. au ... I. arc on both face./dd.. of tr..... Bottom chord of PIM Back Tines and too chard of B... True" are based a maalmum of 24' an center with 2x4 continuous lateral bracing. I I I I I 1 I 1 22'-111/4" I 43'-101/8" 43'-41/8" _ 2 3T-31/4" I i I I 119 TRUSS 6RAWINGS ARE ATTACHED TO LAYOUT FABRICATION AGREEMENT TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED Si RETURNED The legal description of the property where the trusses will be Installed Is: The undersigned acknowledges and agrees: 1 Trusses will be made In strict accordance with this truss placement diagram layout, whicttls the sole authority for determining.successful fabrication of the trusses. 2. All dimensions In this layout have been verified by the undersigned. 3. Unless written notice Is provided by cortMed mall to Chambers True$ within tan 10) days o e e such written ry a en nodce le fumlehed Chambers Trues shall have three (3) business days In which to begin repairs required, or to substitute other trusses, at Chambers option.' 4, The undersigned acknowledges receipt of "SCSI 1-03" summary sheet by TPI 8 WTCA. 6, Delivery Is to job site. It Is the buyere'responslblllty to make the job site suitable for delivery. Chambers Truss has the sole authority to determine the suitability of the job alto of a portion of the job she for delivery. Chambers Truss will be responsible for dump delivery only. The buyer Is responsible for additional delivery expenses IfChambers Truss has to redeliver because job she is not prepared for delivery or buyer Is not prepared for delivery of trusses. Buyer Is responsible to Chambers Truss for towing coats due to site conditions. 6. Price as shown 11 paragraph 7 below Is subject to change H any changes are. made In this, leyouL A $50 per hour fee for revisions may be charged by Chambers Truss, 7. This is a PURCHASE ORDER to Chambers, Truss of the sum agreed to. or H no, agreement a reasonable price. Invoice will be made on delivery and paid within term& of net on delivery. Invoice may, be made at scheduled dateofdelivery If buyer cannot accepi dallvery of fabricated busses. The undersigned agrees to pay Chambers.Trus& reasonable attorneys fee for collections In event of payment not timely made. 1.1/2 °h. per month servjce charge will be added for ail sums not paidwithintome. 8. Signature or Initials anywhere on this sheet constitutes agreement to all tense herein. 9, In ranaldersfjon of Chambers Truss extending credit for this material the undersigned unconditionally guarantees payment when due of any and all Indebtedness owed to 'Chambers Truss by any entity receiving material and the undersignedagreesto pay such Indatrtednass InGuding a8bmays teas, H default In payment for materiel be made by me reclPlam.' . '10. In the event of any litigation concomIng this agreement, the Items furnished hereunder or payments referred to herein, the parties agree that the able venue for any such action will be 8eint Wcle County, Fbrids. I I. Design roeponslNOtiea are per "National Standard And Recommended Guidelines On Ra. risibillilec For Construction Using Metal Plate Connected Wood Trusses ANSVTPVVYT'CA 4.2 DATED ,SLONED FOR TtTt c .M1 gspreader barmaybefeg"per" =14rbprvetdlrl ISidama9s :. Multiple ply busses must be fastened together per engineering before they are set, failure to do so can rebuitdn roof collapse. Temporary and permanent bracing are required and can save life and property and Is the relsFInslbillty of the truss erector. Study the contents of the Information packet Included on delivery before setting trusses. .' KomeMustbeaetandbracedpordeslgntopreuarlt"&ft=Q " Trusses must be set plumb and square Do not ",set bunks or stack of plywood, roofing material or any ''bthej adbCentrated loads on busses, this can cause collapse. DO NOT SET TRUSSES USING THIS LAYOUT USE LAYOUT DELIVERED WITH TRUSSES TO SET TRUSSES CHAMBERS TRUSS INC 3105 Oleander Avenue Fort'Plercej Florida 34982-8423 800451-5932 Fort Pierce 772'465.2012 Fez 77146b.8711 %tee... rrearh 772.989.2012 Stuart ''772.2883302 ' Py1J. tC E� No, ,yr 7E QF 92.0/93.2 MITEK 4.2 DESIGN CRITERIA County SAINT LUCIE Building Department ST LUCIE COUNTY Wind Design Criteria ASCE 7-2010 Wind Design Method Main Wind Force Resisting Roofing Material Metal Roof Loading in PSF Roof R.D.L. Top Chord Live 20 Top Chord Dead 7 4.2 Bottom Chord Live 10 Non -Concurrent Bottom Chord Dead 10 3 TOTAL Load 37 7.2 Duration Factor 1.25 Wind Speed 160mph Top Chord C.B. Sheeting by builder. Bottom Chord C.B. Sheeting by builder. Highest Mean Height 24'-0" Building Type ENCLOSED Building Category II:Non Restrictive Exposure Category C Barrier Island No Conforms to FBC 2014 R.D.LPRestraminq usaa Loaa t..ts?L.OnIJnuous Cractn Verify DESIGN CRITERIA shown above with the,,4 building department and your engineer, Design Criteria is the responsibility of the Buildinq Designer and/or Engineer of Record. Chambers Truss Inc. Drawing Name: 74497 Scale: 1 /4 = 1' 344 total trusses, 119 different trusses. MI 4: RLC ACAD: RLC Reviewed By:,& ff1&1'7 Date:07/17/17 Revised:08/16/17 FOR GROUP ONE CONSTRUCTION DESCRIPTION: 20005 SOUTHERN STAR PAGE 1 of 1 CUSTOMER INITIALS EACH PAGE 74497 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. M iTek 6 - RE: 74497 - 20005 Southern Star MiTek USA, Inc. Site Information: 6904 Parke ee3East Blvd. Customer Info: GROUP ONE CONSTRUCTION Project Name: 20005 SOUTHERTf'�`AR36f�o el: Lot/Block: Subdivision: Address: 20005 SOUTHERN STAR City: FORT PIERCE' State: FL 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 & Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code:' FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 119 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 conforms to 61 G15-31.003, section 5 of the Florida Board of. Professional Engineers Rules. No. Seal# Truss Name Date I No. I Seal# I Truss Name Date 1 T11891061 1 A 8/22/17 118 1 T11891078 1 G4 8/22/17 12 1 T11891062 1 A2 1 8/22/17 119 1 T11891079 1 G5 1 8/22/17 13 1 T11891063 1 ATA 1 8/22/17 120 1 T11891080 1 G6 18/22/17 1 14 1 T11891064 1 D 1 8/22/17 121 1 T11891081 1 G7 1 8/22/17 1 15 1 T11891065 1 D1 1 8/22/17 122 1 T11891082 1 G8 1 8/22/17 1 6 1 T11891066 1 D2 8/22/17 123 1 T11891083 1 G9 8/22/17 17 1 T11891067 D3 1 8/22/17 124 1 T11891084 1 G R5 1 8/22/17 18 1 T118910681 D4 1 8/22/17 125 1 T11891085 1 G RA 1 8/22/17 19 1 T11891069 1 D5 1 8/22/17 126 1 T11891086 1 GRA1 1 8/22/17 110 1 T11891070 1 D6 1 8/22/17 127 1 T11891087 1 G RC 1 8/22/17 Ill J T11891071 1 D7 1 8/22/17 128 1 T11891088 1 GRD 1 8/22/17 112 1 T118910721 E 1 8/22/17 129 1 T11891089 1 GRE 1 8/22/17 113 1 T11891073 1 F 1 8/22/17 130 1 T11891090 1 GRF 1 8/22/17 114 1 T11891074 1 G 1 8/22/17 131 1 T11891091 1 GRF1 1 8/22/17 15 1 T11891075 G1 8/22/17 132 1 T11891092 1 GRG 8/22/17 116 1 T11891076 1 G2 1 8/22/17 133 1 T11891093 1 GRH 1 8/22/17 117 1 T11891077 1 G3 1 8/22/17 134 1 T11891094 1 GRK 1 8/22/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Lee, Julius My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certifictition that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSVTPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters 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. ,,��IIILIIIIOII &luS E N S �' i��i • �•. '. .•' : No 3486.9 ='fl ; Jz--- F • 6904 Parke East Blvd. Tampa FL 33610 Date: August 22,2017 Lee, Julius 1 of 2 .4 RE: 74497 - 20005 Southern Star Site Information: Customer Info: GROUP ONE CONSTRUCTION Project Name: 20005 SOUTHERN STAR Model: Lot/Block: Subdivision: Address: 20005 SOUTHERN STAR City: FORT PIERCE State: FL No. Seal# I Truss Name I Date I No. I Seal# I Truss Name I Date 35 T11891095 1 GRK1 8/22/17 178 1 T11891138 M2 8/22/17 36 T11891096 1 GRL 8/22/17 179 1 T11891139 M3 8/22/17 137 1 T11891097 1 GRM 1 8/22/17 180 1 T118911401 M4 1 8/22/17 J 138 1 T11891098 1 GRN 1 8/22/17 181 1 T11891141 1 M5 1 8/22/17 J 139 I T11891099 I J1 1 8/22/17 182 1 T118911421 M6 1 8/22/17 J 140 J T11891100 1 J3 1 8/22/17 183 1 T11891143 1 M7 1 8/22/17 J 141 I T11891101 I J3A 1 8/22/17 184 1 T11891144 1 M8 1 8/22/17 1 142 I T11891102 I J3B 1 8/22/17 185 1 T11891145 1 MV2 1 8/22/17 J 143 1 T11891103 1 J4A 1 8/22/17 186 1 T11891146 1 MV4 1 8/22/17 J 144 I T11891104 I J4B 1 8/22/17 187 1 T11891147 1 MV6 1 8/22/17 J 145 I T11891105 I J5 1 8/22/17 188 1 T11891148 1 MV8 1 8/22/17 146 I T11891106 I J5A 1 8/22/17 189 1 T11891149 1 MV10 1 8/22/17 J 147 I T11891107 I J5C 1 8/22/17 190 1 T11891150 1 MV12 1 8/22/17 J 148 I T11891108 I J7 1 8/22/17 191 1 T11891151 1 N 1 8/22/17 J 149 I T11891109 1 JA3 1 8/22/17 192 1 T118911521 N 1 1 8/22/17 J 150 T11891110 1 JC5 1 8/22/17 193 1 T118911531 N2 1 8/22/17 J 151 T11891111 1 JC7 1 8/22/17 194 1 T11891154 1 N3 1 8/22/17 J 152 I T11891112 1 JE 1 8/22/17 195 1 T11891155 1 N4 1 8/22/17 153 I T11891113 1 JE3 1 8/22/17 196 1 T11891156 1 N5 1 8/22/17 154 I T11891114 1 JF 1 8/22/17 197 1 T118911571 N6 1 8/22/17 55 IT118911151JG 8/22/17 198 1 T11891158 N7 8/22/17 156 I T11891116 JK 1 8/22/17 199 1 T11891159 1 N8 8/22/17 157 I T11891117 1 JL 1 8/22/17 1 100 1 T11891160 1 PBA 1 8/22/17 158 1 T11891118 1 K 1 8/22/17 1 101 1 T11891161 1 PBB 1 8/22/17 159 T11891119 1 K1 1 8/22/17 1 102 1 T118911621 PBC 1 8/22/17 160 T11891120 1 K2 1 8/22/17 1 103 1 T118911631 PBD 1 8/22/17 J 161 T11891121 1 K3 1 8/22/17 1 104 1 T118911641 PBE 1 8/22/17 J 162 1 T11891122 1 K4 1 8/22/17 1 105 1 T118911651 PBF 1 8/22/17 J 163 1 T11891123 1 K5 1 8/22/17 1 106 1 T11891166 1 PBG 1 8/22/17 1 64 1 T11891124 1 KJ4 8/22/17 107 1 T11891167 PBH 8/22/17 1 65 T11891125 KJ7 8/22/17 108 1 T11891168 1 PBK 1 8/22/17 J 166 1 T11891126 1 KJ8 1 8/22/17 1 109 1 T118911691 PBL 1 8/22/17 1 167 1 T11891127 1 KJC7 1 8/22/17 1 110 1 T118911701 PBM 1 8/22/17 J 168 1 T11891128 1 KJE 1 8/22/17 1 111 1 T11891171 1 PBN 1 8/22/17 J 169 1 T11891129 1 KJE5 1 8/22/17 1 112 1 T118911721 PBO 1 8/22/17 J 170 1 T11891130 1 KJF 1 8/22/17 1113 1 T118911731 PBP 1 8/22/17 J 71 1 T11891131 KJG 8/22/17 1114 1 T11891174 1 V4 8/22/17 172 1 T11891132 1 KJK 1 8/22/17 1 115 1 T11891175 1 V8 1 8/22/17 173 1 T11891133 1 KJL 1 8/22/17 1 116 1 T11891176 1 VA 1 8/22/17 174 I T11891134 1 L 1 8/22/17 1 117 1 T11891177 1 VB 1 8/22/17 175 1 T11891135 1 Li 1 8/22/17 1 118 1 T11891178 1 VC 1 8/22/17 176 1 T11891136 1 M 1 8/22/17 1 119 1 T11891179 1 VD 1 8/22/17 177 1 T11891137 1 M 1 1 8/22/17 2of2 Job Truss Truss Type City Ply 20005 Southern Star T11891061 74497 A HIP 1 1 Job Reference op tional Chambers Truss; Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Aug 22 11:41:30 2017 Page 1 I D:04141 DCB7QwRG?h?eJ CrfKzY77F-dQQbDG5zbJ BgQZH RXBJwkeTcsOGM?F4Z78zVgwylJtJ 1-3-13 5-10-9 10-0-0 14-11-4 19-0-11 z3-7-Z za-11.4 4-1-7 4-11-4 4-1-7 4-6-12 1-3.13 q 0 Scale = 1:43.7 48 = 4x5 = 20 4 5 21 13 is w g 3x4 =3X6 3x8 = 3X4 3x4 = 6x10 // = 1-3-13 24-11-4 1-0-0 10-0-0 14-11-4 23-7-7 23 11 4 1-D-0 8-8-3 4-11.4 8.8-3 - 3 0-3-13 1-0-0 Plate Offsets (X,Y)-- f2:0-7-9 0-3-01 (4:0-5-4 0-2-01 (9:0-7-9 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) -0.10 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.27 12-13 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.48 Horz(TL) 0.04 9 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Wind(LL) 0.0510-12 >999 240 Weight: 133lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-11-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 13=92310-7-10, 9=923/0-7-10 Max Harz 13=-240(LC 10) Max Upliftl3_ 616(LC 12), 9= 557(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-417/0, 2-3=-411/239, 3-20=-1038/1044, 4-20=-935/1045, 4-5=-886/1016, 5-21=-935/1045, 6-21 =-1 038/1044, 6-7= 420/238, 7-8=-418/26 BOT CHORD 1-13=-50/325, 12-13=-857/1097, 11-12=-588/917, 10-11=-588/917, 9-10=-652/988, 8-9=-62/326 WEBS 2-13=-255/537, 3-13= 840/960, 3-12=-224/329, 4-12= 142/265, 5-1 0=-1 46/265, 6-10=-226/329, 6-9=-839/960, 7-9=-256/537 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150fh L=100ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 10-0-0, Exterior(2) 10-0-0 to 14-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 13=616, 9=557. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE 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 verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star T11891062 74497 A2 ROOF TRUSS 1 t � Job Reference (optional) bars r russ,' Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Aug 22 11:41:30 2017 Page 1 I D:04141 DCB7QwRG?h?eJCrfKzY77F-dQQbDG5zbJ8gQZHRXBJwkeTYo08z?FEZ78zVgwylJtJ i 1-3-13 8-5-10 12.5-10 16-510 23-7-7 24-11-0 L� 1-3.13 7-1-13 4-0-0 4-0-0 7.1.13 - 1-3-13 15 3x5 i 5x8 = 4x8 = 11 5x8 = Scale = 1:44.2 - M T� 0 10 3x5 1-3-13 1-0-0 8-5-10 16-5.10 23-11-4 i24.11.1 i 1-0-0 7.1.13 B-0-0 7.5.10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL I Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.40 12-13 >674 360 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) 0.71 12 13 >377 240 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.03 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) -0.38 13-15 >709 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD BOT CHORD JOINTS REACTIONS. (lb/size) 15=1066/0-7-10, 10=1066/0-7-10 Max Harz 15=-293(LC 10) Max Upliftl5=-506(LC 12), 10=-448(LC 12) Max Gravl5=1237(LC 18), 10=1237(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-438/113, 2-23=-1743/752, 3-23=-1646/776, 3-4=-1429/820, 6-7= 1425/820, 7-26=-1642/776, 8-26=-1738/752, 8-9=-386/112 BOT CHORD 1-15=-309/486, 14-15=-311/377, 13-14=-311/377, 12-13=-453/1517, 11-12=-309/447, 10-11= 309/447, 9-10=-309/447 WEBS 2-15_ 1494/1156, 2-13=-195/1145, 3-13=0/402, 7-12=0/402, 8-12= 195/1110, 8-10=-1484/1156, 4-16=-1537/1035, 6-16=-1537/1035 PLATES GRIP MT20 244/190 Weight: 122 lb FT = 20% Structural wood sheathing directly applied or 5-2-10 oc puriins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 12-13. 1 Brace at Jt(s): 16 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft B=15011; L=100ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-6-1, Interior(1) 9-6-1 to 12-5-10, Exterior(2) 12-5-10 to 22-0-13 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 120.0Ib AC unit load placed on the top chord, 12-5-10 from left end, supported at two points, 5-0-0 apart. 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 tit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7, 4-16, 6-16 7) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-13 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Qt=lb) 15=506, 10=448. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 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 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, seeANS,/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star T11891063 74497 ATA ROOF TRUSS 8 1 Job Reference (optional) Chambers Truss, ' Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Aug 22 11:41:31 2017 Page 1 1 D:O4141 DCB7QwRG?h?eJCrfKzY77F-5c_Rb6cMdHXljsd5vg9Hr?jYP UCki0iMoi2DNylJ11 1-3-13 8-5.10 12-5-10 16-5-10 23-7-7 24-11-4 1-3-13 7-1-13 4-0-0 4-0-0 7-1-13 1-3.13 Scale = 1:43.9 3x6 = lU 15 3x5 3x5 -�- 5x8 = 5x8 = 1-3-13 1-0-0 6-5-10 165.10 23-11-4 24-11-4 1.0-0 7d-13 8-0.0 7.5-10 1-0-0 Plate Offsets (X,Y)-- 11:0-2-10 0-1-8) f2:0-3-4 0-1-41 f5:0-3-0 Edge) f8:0-3-4 0-1-41 (9:0-2-10 0-1-8j f11:0-2-4 0-3-41 f14:0-2-4 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.40 12-13 >674 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -0.71 12-13 >377 240 BCLL 0.0 Rep Stress Incr YES W B 0.47 Horz(TL) 0.03 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) -0.38 13-15 >707 240 Weight: 121 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD BOT CHORD WEBS REACTIONS. (lb/size) 15=1066/0-7-10, 10=1066/0-7-10 Max Horz 15=-299(LC 10) Max Upliftl5=-506(LC 12), 10=-448(LC 12) Max Grav 1 5=1 236(LC 18), 10=1236(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-440/114, 2-22=-1745/754, 3-22=-1648/778, 3-4=-1431/822, 6-7=-1427/822, 7-25= 16441778,6-25=-1740/754,8-9= 387/113 BOT CHORD 1-1 5=-310/488,14-15=-309/379, 13-14=-309/379, 12-13=-453/1518, 11-12= 310/448, 10-11=-310/448, 9-10= 310/448 WEBS 2-15=-1494/1157, 2-13=-194/1145, 3-13=0/402, 7-12=0/402, 8-12— 194/1109, 8-10=-1484/1157, 4-6=-1581/1018 Structural wood sheathing directly applied or 5-2-10 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 12-13. 1 Row at midpt 4-6 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-6-1, Interior(1) 9-6-1 to 12-5-10, Extedor(2) 12-5-10 to 22-0-13 zone; cantilever left and right exposed ;C-C. for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 120.01b AC unit load placed on the top chord, 12-5-10 from left end, supported at two points, 5-0-0 apart. 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) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7, 4-6 7) Bottom chord live load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-13 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 15=506, 10=448. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE 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 verily 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' B always required for stability and to prevent collapse wtlh possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSf/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply 2aoo5 Southern Star T11891064 74497 D SPECIAL 1 1 Job Reference (optional) hambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Aug 22 11:41:32 2017 Page 1 ID:04141 DCB7QwRG?h?eJCrfKzY77F-ZpYMex7E7xPOftRgecMOg3YgPpwrT4FsbSSclpylJtH i 1 10-3 15-6-10 i 23-3-2 30-11-9 38-9-12 7-10-3 7-8-7 7-8-7 7.8-7 7-10-3 Scale = 1:67.9 4x6 = 3x4 = 3x6 = 3x4 = 3x4 II 3x6 = 3x4 = 4x6 = 1 2 17 3 18 4 5 196 20 7 8 16 15 14 13 12 11 10 9 3x6 I I 3x8 = 3x6 3x4 = 3x8 = 3x6 3x8 = 3x6 I I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.19 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(TL) -0.50 12-13 >932 240 BCLL 0.0 Rep Stress inor YES W B 0.82 Horz(TL) 0.08 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.29 12-13 >999 240 Weight: 223lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-2 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-2-14 oc bracing. WEBS 1 Row at midpt 1-16, 8-9, 1-15, 2-13, 4-12, 7-12, 8-10 REACTIONS. (lb/size) 16=1425/Mechanical, 9=1425/Mechanical Max Upliftl6— 863(LC 12), 9=-863(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown, TOP CHORD 1-16=-1355/1146, 1-2=-1818/1405, 2-17=-2673/1990, 3-17=-2673/1990, 3-18=-2673/1990, 4-18= 2673/1990, 4-5=-2672/1990, 5-19= 2672/1990, 6-19= 2672/1990, 6-20= 2672/1990, 7-20= 2672/1990, 7-8=-1818/1405, 8-9= 1355/1146 BOT CHORD 14-15=-1405/1818, 13-14=-1405/1818, 12-13=-1990/2673, 11-12= 1405/1818, 10-11=-1405/1818 WEBS 1-15= 1651/2142, 2-15=-1012/962, 2-13=-763/1022, 4-13=-409/463, 5-12=-408/449, 7-12= 763/1021, 7-10=-1012/962, 8-10=-1652/2142 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=l lfh Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 9-8-15, Interior(1) 9-8-15 to 38-8-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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) 16=863, 9=863. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE 11,1I1-7473 rev. 10/012015 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mire k' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply 20005 Southern Star T11891065 74497 D1 SPECIAL 1 1 Job Reference (optional) /.OYV a Heg 10 ZV I r MI I eK rnuusrrres, Inc. I Ere Hug zz 1 zui r rage 1 I D:04141 DC87QwRG?h?eJCrfKzY77F-1?6krH7suEXFH 1 0OCKtdMG5?ZDHMCYv?g6B9H FyiJtG 7-10-3 15-6-10 23-3-2 30-11-9 38-9-12 7-10-3 7-8-7 7-8-7 7-8-7 7-10-3 Scale = 1:67.9 4x5 = 3x4 = 3x6 = 3x4 = 3x4 II 3x6 = 3x4 = 4x5 = 1 2 17 3 18 4 5 196 20 7 8 16 21 15 22 14 13 23 12 11 24 10 25 9 3x6 II 4x5 — 3x6 = 3x4 = 3x8 — 3x6 = 4x5 — 3x6 II i 7-310-3 15-6-10 23�-2 30-11-9 , 38-9-12 7-10-7-8-7 7-8-7 7-8-7 7-10-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.72 Vert(LL) -0.17 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.41 12-13 >999 240 BOLL 0.0 Rep Stress Incr YES W B 0.73 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.2212-13 >999 240 Weight: 237lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc puriins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-8-12 oc bracing. WEBS 1 Row at midpt 1-16, 8-9, 1-15, 2-13, 4-12, 7-12, 8-10 REACTIONS. (lb/size) 16=1425/Mechanical, 9=1425/Mechanical Max Upliftl6=-863(LC 12), 9=-863(LC 12) Max Grav 16=1 474(LC 17), 9=1463(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-1356/1146, 1-2=-1536/1174, 2-17=-2244/1662, 3-17=-2244/1662, 3-18=-2244/1662, 4-18=-2244/1662, 4-5=-2231/1662, 5-19=-2231/1662, 6-19= 2231/1662, 6-20=-2231/1662, 7-20=-2231/1662, 7-8=-1523/1174, 8-9= 1356/1147 BOT CHORD 15-22=-1174/1536, 14-22=-1174/1536, 13-14= 1174/1536, 13-23=-1662/2244, 12-23=-1662/2244, 11-12= 1174/1523, 11-24=-1174/1523, 10-24=-1174/1523 WEBS 1-15=-1470/1926, 2-15= 1013/964, 2-13=-677/907, 4-13=408/463, 5-12=-408/449, 7-12=-676/906, 7-10= 1013/964, 8-10=-1470/1910 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=241t; B=150ft; L=100ft; eave=lift Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 9-8-15, Interior(1) 9-8-15 to 38-8-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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, with BCDL = 10.Opsf. 5) Refer to girders) 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) 16=863, 9=863. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE 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 MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star T11891066 74497 D2 MONO HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Aug 22 11:41:33 2017 Page 1 I D:04141 DCB7QwRG?h?eJCrfKzY77F-1?6krH7suEXFH 10OCKtdMG5_ID FPCVY?g6B9HFyIJtG 13-0-0 21-7-13 30-1-15 38-9-12 6-11-11 6-0-6 8-7-13 8-6-1 8-7-13 Scale = 1:68.0 5x6 = 3x4 = 4x6 = 3x4 = 4x6 = 4 21 5 22 623 24 7 8 15 14 13 25 12 2611 10 27 9 4x10 3x4 ll 4x6 = 3X4 = 3X6 = 4x5 = 3x6 �l 3x8 = 6-11-11 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.19 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.46 12-13 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.94 Horz(TL) 0.09 9 n/a nla BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.20 12 >999 240 Weight: 227lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-10-14 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-0-8 oc bracing. SLIDER Left 2x6 SP No.2 2-6-0 WEBS 1 Row at midpt 8-9, 5-13, 7-12, 8-10 REACTIONS. (lb/size) 1=1431/Mechanical, 9=1 431 /Mechanical Max Horz 1=386(LC 12) Max Upliftl=-828(LC 12), 9=-904(LC 12) Max Gravl=1550(LC 17), 9=1572(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-540/264, 2-3=-2532/1975, 3-20=-2209/1755, 4-20=-2151/1767, 4-21 =-1 966/1674, 5-21 =-1 966/1674, 5-22= 2163/1796, 22-23= 2163/1796, 6-23=-2163/1796, 6-24=-2163/1796, 7-24=-2163/1796, 7-8=-1527/1206, 8-9=-1414/1249 BOT CHORD 1-15=-2117/2294, 14-15=-2117/2294, 13-14=-2117/2294, 13-25_ 1796/2163, 12-25=-1796/2163, 12-26=-1206/1527, 11-26=-1206/1527, 10-11=-1206/1527 WEBS 3-13=-406/550, 4-13=-341/585, 5-13=-449/201, 5-12=-316/545, 7-12=-771/826, 7-10= 975/1045,8-10=-1544/1955 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft L=100fh eave=11ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 13-0-0, Exterior(2) 13-0-0 to 26-6-15 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 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 atjoint(s) except Qt=lb) 1=828, 9=904. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED M1rEKREFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITek0 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!Te k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star T11891 os7 74497 D3 MONO HIP t 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Aug 22 11:41:34 2017 Pagel I D:04141 DCB7QwRG?h?eJCrfKzY77F-W Bg63d8UfYf6uBaCm 1 OsvUd8CdbwxyM92mxighylJtF 8-2-0 15-0-0 22-11-13 i 30-9-15 38-9-12 8-2-0 6.10-0 7-11-13 7-10-1 7-11-13 6.00 12 Scale = 1:68.2 5x6 = 3x4 = 3x6 = 3x4 = 4x5 = 4 5 22 623 7 8 15 14 13 24 12 11 10 25 9 4x10 11 3x4 I I 3x6 = 3x8 = 3x4 = 3x6 = 4x4 = 3x6 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.17 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.40 12-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.09 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.18 13-15 >999 240 Weight: 237lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-13 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-0-2 oc bracing. SLIDER Left 2x6 SP No.2 2-6-0 WEBS 1 Row at midpt 8-9, 3-13, 5-13, 7-12, 7-10, 8-10 REACTIONS. (lb/size) 9=1431/Mechanical, 1 =1 431 /Mechanical Max Harz 1=445(LC 12) Max Uplift9=-916(LC 12), 1=-817(LC 12) Max Grav9=1607(LC 17), 1=1570(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20= 618/58, 2-20= 614/60, 2-3=-2556/1935, 3-21= 2109/1615, 4-21=-2039/1638, 4-5=-1865/1590, 5-22=-1889/1541, 22-23= 1889/1541, 6-23— 1889/1541, 6-7=-1889/1541, 7-8=-1285/1021, 8-9=-1457/1277 BOT CHORD 1-15=-2165/2328, 14-15= 2166/2327, 13-14=-2166/2327, 13-24= 1541/1889, 12-24=-1541/1889, 11-12=-1021/1285, 10-11=-1021/1285 WEBS 3-15=0/250, 3-13= 569/701, 4-13=-309/539, 5-13=-269/121, 5-12=-404/600, 7-12=-773/866, 7-1 0=-1 011/1092, 8-1 0=-1 446/1820 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCD L=3.Opsf; h=24ft B=150ft; L=100f; eave=l1fh Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 15-0-0, Exterior(2) 15-0-0 to 28-6-15 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 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 Qt=lb) 9=916, 1=817. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the appllcabllity 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 vrith possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job , Truss russ Type Qty Ply 20005 Southern Star T11891068 74497 D4 MONO HIP 1 1 Job Reference (optional) s 1 russ, von Pierce, vL 7.640 s Aug 16 2017 MTek Industries, Inc. Tue Aug 22 11:41:35 2017 Page 1 I D:04141 DCB7QwRG?h?eJCrfKzY77F-_OEUGz96QsnzW L90Klv5RhAlg 1 xjgPQI HQgGMByIJtE 8-6-0 17-0-0 24-3-13 31-5-15 38-9-12 8-6-0 8-6-0 7-3-13 7-2-1 7-3-13 Sx8 = 6.00 F12 3x4 = 3x6 = 3x4 = 6 23 7 24 8 Scale = 1:68.1 4x5 = 16 15 14 25 73 12 26 11 27 10 4x10 II 3x4 II 4x6 = 3x8 = 3x4 = 4x4 = 3x6 II 3x6 = 8-6-0 17-" 24-3-13 i 31-5-15 i 38-9-12 8-6-0 8-6-0 7-3-13 7-2-1 7-3-13 Plate Offsets (X,Y)-- f1:0-6-4,Edgel, f5:0-5-0,0-2-01, f12:0-2-3,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.16 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.46 14-16 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.92 Horz(TL) 0.09 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.2014-16 >999 240 Weight: 247lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-10-8 oc bracing. SLIDER Left 2x6 SP No.2 2-6-0 WEBS 1 Row at midpt 9-10, 3-14, 6-14, 6-13, 8-13, 8-11, 9-11 REACTIONS. (lb/size) 10=1431/Mechanical, 1=1431/Mechanical Max Harz 1=504(LC 12) Max Upliftl0=-929(LC 12), 1= 804(LC 12) Max Grav10=1636(LC 17), 1=1582(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-612/135, 2-21=-2597/1895, 3-21= 2483/1920, 3-22=-1999/1482, 4-22=-1977/1483, 4-5=-1910/1512, 5-23=-1755/1508, 6-23=-1755/1508, 6-7= 1650/1337, 7-24=-1650/1337, 8-24=-1650/1337, 8-9— 1087/871, 9-10— 1496/1306 BOT CHORD 1-16=-2238/2389, 15-16=-2238/2389, 14-15=-2238/2389, 14-25=-1337/1650, 13-25=-1337/1650, 12-13= 871/1087, 12-26=-871/1087, 11-26=-871/1087 WEBS 3-16=0/306, 3-14=-733/837, 5-14= 206/449, 6-14=-275/241, 6-13=-495/651, 8-13=-780/908, 8-11= 1066/1140, 9-11=-1389/1732 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 17-0-0, Exterior(2) 17-0-0 to 30-6-15 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 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 Qt=lb) 10=929, 1=804. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MD'EKREFERANCE 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 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, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star T11891069 74497 D5 MONO HIP i 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 Mi rek Industries, Inc. Tue Aug 22 11:41:36 2017 Page 1 ID:04141 DCB7QwRG?h?eJCrfKzY77F-SaosUJAkB9vg8UkbtSQK_vjSrQFTPrzRW4QpuayiJtD i 6-6-5 13.0-15 19-0-0 25-7-13 32--15 , -9-12 , 6-6-5 61 38 -6-9 Al-1 6-7-13 6-6-1 6-7-13 6.00 12 3x4 = 5x6 = 3x6 = 3x4 = 4x5 = 6 24 7 8 25 926 10 17 16 27 28 15 29 14 13 30 12 31 11 3x4 = 46 = 5x8 If 3x8 = 3x4 = 3x6 = 32-1-15 4x4 = 3x6 II Scale = 1:75.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.40 15-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.85 15-17 >546 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(TL) 0.08 11 n/a n/a BCDL 10.0 Code FB02014ITP12007 (Matrix-M) Wind(LL) 0.2315-17 >999 240 Weight: 266lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-5-12 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directlyappiied or4-7-15 oc bracing. SLIDER Left 2x6 SP No.2 2-6-0 WEBS 1 Row at midpt 5-15, 7-15, 7-13, 9-13, 9-12, 10-12 2 Rows at 1/3 pts 10-11 REACTIONS. (lb/size) 11 =1 431 /Mechanical, 1=1431/Mechanical Max Harz 1=563(LC 12) Max Upliftl l= 943(LC 12), 1=-789(LC 12) Max Gravll=1704(LC 17), 1=1677(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-492/227, 2-22= 2821/1871, 3-22=-2744/1888, 3-23=-2696/1858, 4-23=-2647/1859, 4-5=-2626/1872, 5-6=-1954/1440, 6-24=-1717/1390, 724=-1717/1390, 7-8=-149611185, 8-25=-149611185, 9-25=-149611185, 9-26=-947/743, 10-26=-947/743, 10-11=-1577/1335 BOT CHORD 1-17=-2298/2603, 16-17=-1923/2207, 16-27= 1923/2207, 27-28= 1923/2207, 15-28=-1923/2207, 15-29= 1185/1496, 14-29=-1185/1496, 13-14=-1185/1496, 13-30=-743/947, 12-30= 743/947 WEBS 3-17=-239/479, 5-17=-387/520, 5-15=-764/825, 6-15=-266/550, 7-15=-377/406, 7-13=-648/719, 9-13— 814/1012, 9-12= 1167/1186, 10-12=-1356/1.729 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=l i ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterlor(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 19-0-0, Exterior(2) 19-0-0 to 32-6-15 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 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 Qt=lb) 11=943, 1=789. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING - Verily deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII--7473 rev. 101032015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not � a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star T11891070 74497 D6 MONO HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 Mi rek Industries, Inc. Tue Aug 22 11:41:37 2017 Page 1 ID:04141 DCB7QwRG?h?eJCrfKzY77F-wmLFhfBNyT1 hleJnR9xZX6FiMgb?SL3bkk9MQOylJtC 7-2-5 , 14-2-7 21-0-0 26-11-13 32-9-15 , 38-9-12 i 7-2-5 7-0-1 6-9-9 5-11-13 5-10-1 5-11-13 Scale = 1:81.2 5x6 = 3x4 = 3x6 = 3x4 = 4x5 = 6.00 12 6 23 7 8 9 24 10 16 25 26 15 27 14 13 28 12 29 11 5x8 II 5x8 = 3x8 = 3x6 = 3x4 = 4x4 = 3x6 II LOADING (psf) TOLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lncr YES Code FBC2014[TP12007 CSI. TC 0.60 BC 0.65 WB . 0.78 (Matrix-M) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft Ud -0.42 15-16 >999 360 -0.82 15-16 >568 240 0.08 11 n/a n/a 0.2215-16 >999 240 PLATES GRIP MT20 244/190 Weight: 278lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-6-3 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 4-8-14 oc bracing. 10-11: 2x4 SP M 30 WEBS 1 Row at micipt 10-11, 5-15, 7-15, 7-13, 9-13, 9-12 SLIDER Left 2x6 SP No.2 2-6-0 2 Rows at 1/3 pts 10-12 REACTIONS. (lb/size) 11 =1 43110-7-10, 1 =1 431 /Mechanical Max Harz 1=623(LC 12) Max Upliftl 1 =-960(LC 12), 1=-773(LC 12) Max Gravll=1729(LC 17), 1=1679(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-781/132, 2-3=-2796/1811, 3-21=-2610/1692, 21-22=-2596/1701, 4-22= 2550/1704, 4-5=-2484/1718, 5-6=-1796/1299, 6-23=-1571/1278, 7-23=-1571/1278, 7-8=-1301/1042, 8-9=-1301/1042, 9-24=-799/634, 10-24=-799/634, 10-11= 1614/1367 BOT CHORD 1-16=-2286/2603, 16-25=-1885/2165, 25-26= 1885/2165, 15-26= 188512165, 15-27=-1042/1301, 14-27— 1042/1301, 13-14=-104211301, 13-28— 634/799I 12-28=-634/799 WEBS 3-16=-313/542, 5-16=-361/561, 5-15= 893/906, 6-15— 181/455, 7-15=-505/578, 7-13— 778/805, 9-13= 875/1075, 9-12=-1237/1234, 10-12=-1346/1697 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 21-0-0, Exterior(2) 21-0-0 to 34-6-15 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 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 Qt=lb) 11=960, 1=773. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11--7473 rev. 1010312016 BEFORE USE. Design valid for use only with MITekO connectors. This design is based only upon parameters shown. and Is for an individual building component, not � a truss system. Before use, the building designer must vedly the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety information available from Truss Plate Institute, 218 N. Lee Street. Suite 3 1 Z Ajexandda, VA 22314. Job Truss Truss Type Qty Ply 20605 Southern Star T11891071 74497 D7 MONO HIP 4 1 Job Reference (optional) russ, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Aug 22 11:41:37 2017 Page 1 I D:04141 DCB7QwRG?h?eJCrfKzY77F-wmLFhfBNyT 1 hleJnR9xZX6Fj3gcbBLAbkk9MQOyIJtC 1, 3-13, 8-2.9 15-2-9 22-0-1 27.11-14 33-9.15 39-9-12 i-3-13 6 10 12 7.0-0 6-9-8 5-11-13 5-10-1 5 11-13 5x6 = 3x4 = 3x4 = 3x6 = US = 6.00 12 6 24 7 25 8 26 9 10 Scale = 1:78.2 18 it lb zI 2b 15 ZU 14 13 eu 12 61 11 US = 5x8 US = 3x6 = 3x4 = 4x4 = 3x6 II 1-3-13 12-0-7 22-0-1 27-11-14 33-9-15 39-9-I? -D-0ro 10.8-10 9-11-9 5-it-73 5-10-1 5.17-13 0-3.13 Plate Offsets (X Y)-- f2:0-7-13,0-3-81,f4:0-3-0,Edgel,f6:0-3-0,0-2-01,f17:0-1-12,0-3-41 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.34 15-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.67 15-16 >692 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(TL) 0.08 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.1815-16 >999 240 Weight: 288lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-6 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No. 3'Except' BOT CHORD Rigid ceiling directly applied or 4-10-12 oc bracing. 10-11: 2x4 SP M 30 WEBS 1 Row at midpt 10-11, 3-18, 5-15, 7-15, 7-13, 8-13, 8-12 2 Rows at 1/3 pts 10-12 REACTIONS. (lb/size) 11=1419/0-7-10, 18=1516/0-7-10 Max Horz 18=652(LC 12) Max Upliftl1= 952(LC 12), 18=-882(LC 12) Max Grav11=1716(LC 17), 18=1734(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-655/142, 2-3=-877/575, 3-22= 2556/1649, 22-23=-2550/1651, 4-23=-2489/1661, 4-5=-2430/1676, 5-6=-1767/1279, 6-24=-1547/1262, 7-24= 1547/1262, 7-25= 1287/1031, 8-25=-1287/1031, 8-26= 792/628, 9-26=-792/628, 9-10= 792/628, 10-11=-1600/1356 BOT CHORD 1-18=-296/674, 17-18=-2232/2528, 16-17=-2232/2528, 16-27=-1851/2123, 27-28= 1851/2123, 15-28=-1851/2123, 15-29= 103111287, 14-29=-1031/1287, 13-14= 1031/1287, 13-30=-6281792, 12-30— 628/792 WEBS 2-18=-584/911, 3-18=-1902/1349, 3-16=-279/489, 5-16=-307/550, 5-15= 865/879, 6-15= 167/435, 7-15=-494/557, 7-13=-758/793, 8-13=-863/1061, 8-12=-1226/1224, 10-12=-1335/1682 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft B=150ft; L=100ft; eave=l lft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 22-0-1, Exterior(2) 22-0-1 to 35-6-15 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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 five load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except Qt=lb) 11=952, 18=882. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MlTek® 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. seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star T11691072 74497 E COMMON 5 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MUek Industries, Inc. Tue Aug 22 11:41:38 2017 Page 1 I D:04141 DC87QwRG?h?eJCrfKzY77F-Ozvdv?B?jn9YNouz?tTo3KowhE 1 etySkzOvwzTylJtB 6-8-13 13-5-10 6-8-13 6-8-13 4x8 II 4x5 = 2x3 11 — = 4x8 11 Scale = 1:25.2 I� 0 1-0-0 1-1-12 6-8-13 12-1-13 1 -5- D 13-5-10 5-7-1 5-5-0 3-1 1-0-0 Plate Offsets (),Y)-- (1:0-0-12 0-11-131(1:0-6-0,0-0-61,(3:0-6-0,0-0-61,(3:0-0-12,0-11-131 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.08 4-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.05 4-13 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 HOrz(fL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 52lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-0-4 oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 REACTIONS. (lb/size) 3=507/0-7-10, 1=490/0-3-8 Max Harz 1=-161(LC 10) Max Upllft3— 601(LC 12), 1= 576(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 474/1081, 2-3=-487/1087 BOT CHORD 1-4=-765/363, 3-4=-765/363 WEBS 2-4=-533/209 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=1 ifh Cat. II; Exp C; Encl., GCp1=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Ot=lb) 3=601, 1=576. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MIf--7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek6 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, seeANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job I Truss Truss Type City Ply 20005 Southern Star T11891073 74497 F COMMON 2 1 Job Reference o tional Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Aug 22 11:41:38 2017 Page 1 I13:04141 DCB7QwRG?h?eJCrfKzY77F-Ozvdv?B?jn9YNouz?tTo3Kov9E?CtvGkzOvwzTylJtB 1.3-13 8-7-10 16-2-8 1-3-13 7-3-13 7-6-14 5x6 = m 0 ME Scale: 3/8"_-V 1-00 013- 3 7-3-13 7-6-14 Plate Offsets (X,Y)-- f1:0-1-4 0-0-21 f2:0-3-0 0-0-121 f5.0-6-10 Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.08 6-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(TL) -0.15 6-14 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.33 Horz(TL) -0.04 5 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.11 6-14 >999 240 Weight: 66lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SLIDER Right 2x8 SP 240OF 2.0E 2-6-0 REACTIONS. (lb/size) 5=553/0-6-14, 8=646/0-7-10 Max Harz 8=-196(LC 10) Max Uplift5=-329(LC 12), 8=-453(LC 12) Max Grav5=553(LC 18), 8=646(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-561/127, 2-3— 694/658, 3-4=-598/658, 4-5= 399/17 BOT CHORD 1-8=-344/581, 7-8=-391/534, 6-7=-391/534, 5-6=-391/534 WEBS 2-8= 700/1125, 3-6=-39/302 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atJoint(s) except (jt=lb) 5=329, 8=453. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEKREFERANCE PAGE MII--7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITek6 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 buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job A Truss Truss Type Qty Ply 20005 Southern Star T11891074 74497 G SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 M7ek Industries, Inc. Tue Aug 22 11:41:39 2017 Page 1 I D:04141 DCB7QwRG?h?eJCrfKzY77F-s9T?6LCdT4H P?yTAZa_1 cXKOOeFdc D3uC2eTVvylJtA i 7.8-9 15-1-11 18-6-1 i 20-6-1 , 25-10-1 , 30-10-10 i 38-9-12 , 7-8-9 7-5-1 3-4-6 2-0-0 5-4-0 50 -8 7-11-2 6.00 12 5x8 = 3x4 = 3x6 = 3x4 11 4x8 = 3x8 = 5x6 wB = 3x4 II 6x8 = 6 22 7 8 23 9 19 3x6 I i /x1u = Mu — 18 17 4x5 = 3x4 = 12 5X10 = 3X4 11 3x4 I I 15-1 38-9-12 Scale = 1:70.1 4x8 = 10 14 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.38 15-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.89 15-16 >522 240 BCLL 0.0 Rep Stress Incr YES W B 0.94 Horz(TL) 0.24 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.5615-16 >823 240 Weight: 246lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-2-13 oc purlins, except BOT CHORD 2x4 SP M 30 -Except' end verticals. 4-17,9-12: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 3-10-4 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 10-11, 1-18, 16-18, 2-16, 10-13 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 19=1425/Mechanical, 11=1425/Mechanical Max Harz 19=59(LC 12) Max Upliftl9— 856(LC 12), 11= 870(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-19=-1357/1171, 1-2=-2192/1741, 2-20— 4233/3327, 3-20=-4233/3327, 3-21=-4233/3327, 4-21=-4233/3327, 4-5=-4286/3362, 5-6=-3737/2940, 6-22=-3041 /2467, 7-22=-3041 /2467, 7-8=-2205/1782, 8-23= 2205/1782, 9-23=-2205/1782, 9-10=-2208/1797, 10-11=-1342/1184 BOT CHORD 17-18=-197/273, 4-16=-316/343, 15-16=-3562/4449, 14-15=-2723/3403, 13-14= 2467/3041, 9-13=-390/515 WEBS 1-18=-1947/2458, 2-18=-1290/1225, 16-18=-1668/1986, 2-16= 1675/2160, 5-15=-1925/1536, 6-15=-1233/1703, 6-14=-455/341, 7-14= 177/426, 7-13= 1061/868, 10-13=-2008/2466 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 9-8-15, Interior(1) 9-8-15 to 20-6-1, Exterior(2) 20-6-1 to 30-1-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psi 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 100lb uplift atjoint(s) except Qt=lb) 19=856, 11=870. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING - I/erW design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. 10/03/2815 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 buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandra, VA 22314. Tampa, FL 33610 Job I Truss Truss Type Qty Ply 20005 Southern Star T11891075 74497 G1 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Aug 22 11:41:40 2017 Page 1 1 D:04141 DCB7QwRGZeJCrfKzY77F-KL1 NJgDFEOPGc62M61VG8ltBG2d FLiN 1 RhO 11 LylJt9 4-10-9 9-0-0 15-1-11 20-6-1 22-6-1 26-10-1 30-10-10 38-9-12 4-10-9 4-1-7 6-1-11 5-4-6 2-0-0 4-4-0 4-0-8 7-11-2 Scale = 1:70.3 3x4 I I 5x6 = 4x6 = 4x6 = 5x8 = 3x4 = 3x4 5x8 = 7 25 8 26 9 10 27 11 I9 18 17 4x8 = 13 12 4x10 II 6x8 = 3x4 11 3x4 I I 6x8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.25 15-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(TL) -0.63 15-16 >734 240 BCLL 0.0 Rep Stress Incr YES W B 0.81 Horz(TL) 0.20 12 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.38 15-16 >999 240 Weight: 246 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-15 oc purlins, except BOT CHORD 2x4 SP M 30'Except' end verticals. 5-17,10-13: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-2-6 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 11-12, 16-18, 4-16, 11-14 SLIDER Left 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 1 =1 431 /Mechanical, 12=1431/0-7-10 Max Harz 1=327(LC 12) Max Upliftl=-838(LC 12), 12=-894(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2— 608/171, 2-3=-2331/2092, 3-4=-2242/1987, 4-23=-3256/2959, 5-23=-3256/2959, 5-24=-3284/2980, 6-24=-3284/2980, 6-7=-2986/2574, 7-25=-2689/2362, 8-25=-2689/2362, 8-26=-1786/1559, 9-26=-1786/1559, 9-10=-1786/1559, 1027=-1789/1569, 11 -27=- 1789/1569, 11-12= 1353/1238 . BOT CHORD 1-18= 2142/2054, 5-16=-351/462, 15-16=-3041/3397, 14-15=-2071/2314, 10-14=-385/510 WEBS 3-18=-126/275, 16-18=-1803/1860, 4-16=-1314/1539, 6-16= 291/128, 6-15=-1585/1508, 7-15=-933/1138, 8-15=-457/594, 8-14=-827/801, 11-14= 1864/2119 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=16omph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft B=15oft; L=10oft; eave=liit; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 18-7-3, Interior(1) 18-7-3 to 22-6-1, Exterior(2) 22-6-1 to 32-1-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.0psf 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 Gt=lb) 1=838, 12=894. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MfTEKREFERANCE PAGE MI1-7473 rev, 10/03/2015 BEFORE USE � Design valid for use only with WOO connectors. lNs 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 M6Tek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Type Qty Ply 20005 Southern StarT11891076 711111AI G2 1 1 Job Reference (optional) russ, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Aug 22 11:41:41 2017 Page 1 I D:04141 DCB7QwRG?h?eJCrfKzY77F-oYbIXOEt?hX7EGdYg?OVhyQMZRyO48xAfL7aZny1Jt8 r 5-9-5 11-0-0 15-1-11 { 22-6-1 , 24-6-1 , 30.10-10 38-9-12 r 5-9-5 5-2-11 4-1-11 7-4-6 2-0-0 6-4-9 7-11-2 5x6 = 3X4 11 5x8 = 5x6 = 4X5 = 7 26 27 Scale = 1:70.3 45 = I? 17 16 15 6X8 = 11 10 4x10 II 3x4 I I 4x10 = 3x4 11 3x4 11 6X8 = 5-9-5 11-0-0 15-1-11 22, 30-10-10 i _ 38-9-12 5-2-11 4-1-11 7-_4 8-4-9 7-11-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.24 12-13 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.60 12-13 >773 240 BCLL 0.0 Rep Stress Incr YES W B 0.86 Horz(TL) 0.17 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.32 13-14 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 "Except` 5-15,8-11: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 WEBS SLIDER Left 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 1=1431/Mechanical, 10=1431/0-7-10 Max Horz 1=386(LC 12) Max Upliftl=-828(LC 12), 10=-904(LC 12) Max Gravl=1475(LC 17), 10=1431(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-22=-512/388, 2-22=-495/390, 2-3=-2396/202413-23=-2152/1876, 4-23=-2087/1885, 4-24=-2723/2512, 5-24=-2723/2512, 5-25=-2716/2346, 6-25=-2716/2346, 6-7=-3118/2713, 7-26=-1505/1343, 8-26= 1505/1343, 8-27=-1503/1344, 9-27=-1503/1344, 9-10=-1354/1262 BOT CHORD 1-17= 2155/2179, 16-17= 2155/2179, 5-14=-349/345, 13-14=-2606/2771, 13-28= 1916/2143, 28-29=-1916/2143, 12-29=-1916/2143, 8-12= 447/574 WEBS 3-16= 289/395, 4-16=-329/339, 14-16= 1803/1933, 4-14=-1185/1344, 6-13— 1612/1492, 7-13=-1598/1916, 7-12=-892/782, 9-12= 1701/1896 PLATES GRIP MT20 244/190 Weight: 255 lb FT = 20% Structural wood sheathing directly applied or 3-9-12 oc purlins, except end verticals. Rigid ceiling directly applied or 4-6-8 oc bracing. 1 Row at midpt 9-10, 5-13, 7-13, 7-12, 9-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=111t; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 11-0-0, Exterior(2) 11-0-0 to 20-7-3, Interior(1) 22-6-1 to 38-8-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.0psf 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) 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 Qt=lb) 1=828, 10=904. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING- Verify deslgn parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev, f0/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual (wilding 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 Mi%k* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star T71891077 74497 G3 SPECIAL 1 1 Job Reference (optional) russ, tort tierce, FL 7.640 s Aug 16 2017 MTek Industries, Inc. Tue Aug 22 11:41:42 2017 Page 1 1 D:04141 DCB7QwRG?h?eJCrfKzY77F-Hk98kM EVm?fzsPCIEjXkEAyadrKRpdKKu?t76Ey1Jt7 6-11-11 13-0-0 18-9.0 24-6-1 26-6-1 i 32-6-2 38-9-12 ' 6-11-11 ' 6-0-6 ' S-9-0 5-9-0 2-0-0 6-0-2 6-3-10 Scale = 1:69.4 5x8 = 3x4 II 4x5 = 5x8 = 5x12 = 7 3x4 128 29 18 " 16 15 81 14 " 12 " 11 10 4x10 11 3x4 11 4x6 = 3x4 = 3x8 = 3x4 I I 3x5 = 4x10 = 3x6 II 3x6 = 6-11-11 13-0-0 18-9-0 24-6-1 2i5 -1 32-6-2 38-9-12 6-11-11 6-0-6 5-9-0 5-9.0 2-0-0 6-0-2 6-3-10 Plate Offsets (X,Y)-- (1:0-3-8,Edgej,j4:0-6-0,0-2-81,f7:0-6-0,0-2-81, LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.15 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.36 14-15 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.71 Hotz(TL) 0.10 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.2114-15 >999 240 Weight: 270lb FT=20! LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-10-12 oc bracing. SLIDER Left 2x6 SP No.2 2-6-0 WEBS 1 Row at midpt 9-10, 6-12, 7-12, 7-11, 9-11 REACTIONS. (lb/size) 1=1431/Mechanical, 10=1431/0-7-10 Max Harz 1=445(LC 12) Max Upliftl=-817(LC 12), 10=-916(LC 12) Max Grav1=1572(LC 17), 10=1577(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-524/257, 2-23=-2578/1936, 3-23=-2550/1954, 3-24= 2241/1728, 4-24=-2181/1741, 4-25=-2175/1783, 5-25=-2175/1783, 5-26=-2175/1783, 26-27=-2175/1783, 6-27=-2175/1783, 6-7=-1821/1434, 7-28=-1035/851, 8-28= 1035/851, 8-29= 1035/851, 9-29— 1035/851, 9-10= 1459/1279 BOT CHORD 1-18_ 2146/2356, 17-18=-2146/2356, 16-17=-2146/2356, 16-30=-1716/2009, 15-30=-1716/2009, 15-31=-1638/2026, 14-31= 1638/2026, 13-14= 1639/2023, 12-13= 1639/2023, 12-32= 1337/1656, 11-32=-1337/1656 WEBS 3-16= 424/524, 4-16_ 265/434, 4-15=-225/414, 5-15=-350/463, 6-15=-327/268, 6-12=-1351/1101, 7-12= 1038/1440, 7-11=-1040/813, 8-11= 383/502, 9-11=-1392/1689 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.opsf; h=24fF B=15011; L=100ft; eave=liit; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 13-0-0, Exterior(2) 13-0-0 to 22-7-3, Interior(1) 24-6-1 to 38-8-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 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 atjoint(s) except Qt=lb) 1=817, 10=916. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGEMII-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 bullding design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlCatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Mexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star T11891078 74497 G4 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MTek Industries, Inc. Tue Aug 22 11:41:43 2017 Page 1 I D:04141 DCB7QwRG?h?eJCrfKzY77F-Iwj WyiF7XJngTZmxoQ2zmNVjOFg4Y1 JT7fchegy)Jt6 I- it 14-11-4 i 20-8-4 i 26-5-5 i 28-5-5� 33-7-2 38-9.0 , 8-1-5 6-9-15 5-9-0 5-9-0 2-0-0 5-1-14 ' S-1-14 ' Scale = 1:69.2 Sx6 = 3x4 = 4x5 = 5x8 = 3x4 I I 5x6 = 7 26 8 279 17 10 15 <a 14 <a 10 — 72 11 10 4x10 i l 3x4 II 46 = 3x4 = 3x8 = 4x6 = 4x8 = 4x4 = 3x6 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.19 12-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.44 12-14 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.86 Horz(TL) 0.09 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.19 15-17 >999 240 Weight: 277 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or4-11-14 oc bracing. SLIDER Left 2x8 SP 240OF 2.0E 2-6-0 WEBS 1 Row at midpt 9-10, 3-15, 6-12, 8-12, 8-11, 9-11 REACTIONS. (lb/size) 10=1428/0-7-10, 1=1428/0-6-14 Max Harz 1=502(LC 12) Max UpliftlO= 927(LC 12), 1=-802(LC 12) Max Grav10=1629(LC 17), 1=1586(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-707/315, 2-22=-2576/1839, 3-22=-2467/1852, 3-23=-2130/1561, 4-23=-2060/1584, 4-5=-1943/1536, 5-24=-1943/1536, 24-25=-1943/1536, 6-25=-1943/1536, 6-7= 1503/1141, 7-26=-1349/1068, 8-26=-1349/1068, 8-27=-796/644, 9-27=-796/644, 9-10=-1526/1303 BOT CHORD 1-17=-2127/2364, 16-17= 2128/2362, 15-16=-2128/2362, 15-28=-1622/1903, 14-28=-1622/1903, 14-29=-1351/1672, 13-29=-1351/1672, 13-30= 1351/1672, 12-30=-1351/1672, 12-31=-644/796, 11-31= 644/796 WEBS 3-17=0/257, 3-15= 566/633, 4-15=-323/508, 4-14=-122/265, 5-14=-345/462, 6-14= 456/502, 6-12=-1286/1118, 7-12= 289/488, 8-12=-876/1141, 8-11=-1258/1189, 9-11=-1322/1634 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft L=100ft eave=l ift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, interior(1) 9-7-3 to 14-11-4, Exterior(2) 14-11-4 to 24-6-7, Interior(1) 26-5-5 to 38-7-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pst 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 Qt=lb) 10=927, 1=802. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with MITek6 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 MiTe k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricallom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star T11891079 74497 G5 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 M-iTek Industries, Inc. Tue Aug 22 11:41:44 2017 Fagg 1 ID:04141 DCB7QwRG?h?eJCrfKzY77F-D7Hu92Gmlcvh5jL7L8ZCJb2tWf?2HTedLJMEA6ylJt5 i 2-0-12 6.2-4 103-12 16-11-4 , 22-10-0 i 28-5-5 30-5-5 34-7-2 , 38-92 , 2-0-12 4-1-8 4 6-7-8 5-10-12 5-7-4 2-0-0 4-1-14 4-1-14 7xl0 MT1E 5x8 = 6.00 5x6 = 3X4 I I 5x6 = 9 Scale = 1:77.5 4x4 = 3x4 I I 10 11 7x10 = 17 16 — 15 11 — — 13 `- 12 20 3x4 11 8.06 12 4x4 = 3x8 = 3x6 = 4x8 = 22-10-0 30-5-5 1 6x8 = I9 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC2014/TP12007 CSI. TC 0.73 BC 0.63 WB 0.92 (Matrix-M) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/defl Ud -0.24 18-19 >999 360 -0.70 18-19 >657 240 0.28 12 n/a n/a 0.38 18-19 >999 240 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight:301 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-9-14 oc puriins, except BOT CHORD 2x4 SP M 30 `Except` end verticals. 5-17: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or4-0-14 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 11-12, 16-18, 6-18, 6-16, 6-15, 7-15, 8-15, 1-20,1-19: 2x4 SP M 30 8-13, 10-13, 10-12 REACTIONS. (lb/size) 12=1423/0-7-10, 20=1425/0-6-14 Max Horz20=558(LC 12) Max Uplift12= 940(LC 12), 20=-785(LC 12) Max Gravl2=1642(LC 17), 20=1592(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5243/4515, 2-3=-5125/4545, 3-21=-2952/2154, 4-21=-2878/2167, 4-5= 2876/2169, 5-6=-3028/2453, 6-7— 1699/1311, 7-22= 1699/1311, 22-23=-1699/1311, 8-23=-1699/1311, 8-9=-1203/880, 9-10= 1075/828, 1-20_ 1705/1499 BOT CHORD 18-19= 2976/3276, 5-18= 393/592, 16-24=-1501/1773, 15-24= 1501/1773, 14-15= 1088/1369, 14-25= 1088/1369, 25-26= 1088/1369, 13-26=-1088/1369, 13-27=-483/582, 27-28=-483/582, 12-28=-483/582, 19-20=-957/470 WEBS 3-18=-654/820, 16-18= 1439/1727, 6-18=-1426/1471, 6-16=-91/257, 7-15=-347/459, 8-15=-595/665, 8-13— 1300/1139, 9-13=-207/377, 10-13=-933/1331, 10-12= 1553/1301, 3-19=-1 974/1760,1-19= 3828/4477 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=1001t; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-6 to 9-8-10, Interior(1) 9-8-10 to 16-11-4, Exterior(2) 16-11-4 to 26-6-7, Interior(1) 28-5-5 to 30-5-5 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss 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) Bearing at joint(s) 20 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12=940, 20=785. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll--7473 rev. 10703/2015 BEFORE USE. � Design valid for use only with Mllek® 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!Tek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TP1I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available kom Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply=StarT11891080 G6 SPECIAL1 (optional) ,.�1u11 �ue1a 11usa, r— rw � /.G4U S AUg 1 b ZUl / MI I eK Inousines, Inc. I Ue Aug ZZ 11 :41:45 201 ( rage 1 1 D:04141 DCB7QwRG?h?eJCrfKzY77F-hJgGNOH03w1 YjtwJvr5Rroa2H3KQOwOmaz5oiZylJt4 32-5-5 6.2-4 1 10-3-12 1 13-7-9 MA 6 i18-11.4 1 24-8-4 1 30-5.5 132-1-6 38-9-0 2.0-12 1 41-8 1 4-1-8 1 3-3-13 1 3-3-13 11-11-14 5-9-0 5-9-0 1-8-1 6-3-11 0-3-15 5x6 Scale = 1:79.1 -1 4x5 = 7x10 MTV 5x6 = 3x4 II 5x6 = 6.00 12 1112 7x10 = 21 20 195x12 = 3x8 = 6x8 = 15 14 24 3x4 I I 4x10 = 3x4 13x4 I I 6x8 = 8.06 F12 I9 2-0-12 10-3-12 13-7-9 16-11.6 18-11-41 24-8-4 1 W-5-5 132-1-61 38-9-0 _--- _ 1 2-0-12 8 3-0 3-3-13 3-3-13 1-11-14 5-9-0 5-9-0 1 8-1 6-7-10 Plate Offsets MY)-- (1:Edge,0-3-81, (8:0-3-0,0-2-01, j12:0-3-0,0-2-01, f16:0-2-8,0-2-41, f22:0-2-12,Edgej, f23:0-6-4,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.23 22-23 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(TL) -0.68 22-23 >675 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Horz(TL) 0.32 14 n/a n/a BCDL 10.0 Code FBC2014/rPI2007 (Matrix-M) Wind(LL) 0.37 22-23 >999 240 Weight: 328 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-10-9 oc puffins, except BOT CHORD 2x4 SP M 30 'Except' end verticals. 4-21,7-19,11-15: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-0-11 oc bracing. Except: WEBS 2x4 SP No.3 *Except* 1 Row at midpt 7-18 13-14,1-24,1-23: 2x4 SP M 30 WEBS 1 Row at midpt 13-14, 6-22, 8-18, 8-17, 9-17, 10-17, 10-16, 13-16, 6-20 REACTIONS. (lb/size) 14=1420/0-7-10, 24=1426/0-6-14 Max Horz24=617(LC 12) Max Uplift14=-957(LC 12), 24= 768(LC 12) Max Grav14=1562(LC 17), 24=1596(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5094/4490, 2-3=-4976/4510, 3-25=-2931/2062, 25-26=-2867/2073, 4-26=-2859/2077, 4-5— 2897/2178, 5-6-2846/2185, 6-7-2224/1668, 7-8=-2225/1775, 8-27-1635/1258, 9-27=-1635/1258, 9-28=-1635/1258, 10-28=-1635/1258, 10-1 1=-979/729,11-12=-839/738, 12-13=-874/715, 13-14=-150311329, 1-24-1614/1455 BOT CHORD 22-23=-2995/3288, 4-22=-187/274, 18-29=-1527/1779, 29-30=-1527/1779, 17-30= 1527/1779, 17-31=-943/1153, 31-32-943/1153, 16-32-943/1153, 23-24— 852/320 WEBS 3-22= 686/874, 20-22=-1755/2081, 6-22-1298/1445, 8-18-858/1013, 8-17= 236/342, 9-17-357/472, 10-17=-748/937, 10-16-1403/1155, 3-23=-1 991/1613,1-23=-4001/4571, 13-16=-1328/1626, 6-20=-1201/1095, 18-20=-1785/2144 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-6 to 9-8-10, Interior(1) 9-8-10 to 18-11-4, Exterior(2) 18-11-4 to 28-6-7, Interior(1) 30-5-5 to 32-5-5 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss 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) Bearing at joint(s) 24 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 14=957, 24=768. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING- verify destgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1--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 fabricallom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I 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 33610 Job I Truss Truss Type Qty Ply 20OD5 Southern Star T11891081 74497 G7 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Aug 22 11:41:46 2017 Page 1 ID:04141 DCB7QwRG?h?eJCrfKzY77F-9VOeakHOgE9PK1 VVVTYcg007D8SgZiNwwpdrLF?ylJt3 2-0-12 6-2-4 10-3-12 13-7-9 16-11-6 20-11-4 26-7-3 32-1-6 32 -5 38-9-0 2-0-12 4-1-8 4-1-8 3-3-13 3-3-13 3-11-14 5-7-15 5�-3 0- - 5 6-3-11 7x10 MT1E 5x6 = Scale = 1:78.2 3x4 11 3x6 = 4x5 = 4x5 = 6.00 12 8 26 9 10 27 11 12 7x10 = 20 19 18 5x12 3x8 = 14 13 = 23 3x4 I 4x10 = 3x4 11 3x4 11 6x8 = 8.06 F12 2-0-12 , 10-3-12 , 13-7-9 116-11-6 20-11-4 26-7-3 i 30-5-5 132-1.61 38-9-0 1 2-0-12 8-3-0 _ 3-3-13 3-1r 1-14 5-7-15 3-10-2 1-8-1 ` 6-7-10 Plate Offsets (X Y)-- 11:Edge 0-3-81 f8:0-3-0 0-2-01 f15:0-5-8 0-4-0) f21:0-2-12 Edge) (22:0-6-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.39 16-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(TL) -0.87 16-17 >530 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES W B 0.93 Horz(TL) 0.31 13 n/a n/a BCDL 10.0 Code FBC20141FP12007 (Matrix-M) Wind(LL) 0.3721-22 >999 240 Weight: 320lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 `Except` 4-20,7-18,11-14: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3'Except- 12-13,1-23,1-22: 2x4 SP M 30 WEBS REACTIONS. (lb/size) 13=1420/0-7-10, 23=1426/0-6-14 Max Horz23=617(LC 12) Max Upllftl3=-957(LC 12), 23— 768(LC 12) Max Grav 1 3=1 569(LC 17), 23=1615(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5153/4441, 2-3=-5034/4463, 3-24=-2977/2024, 4-24=-2905/2038, 4-25=-2946/2133, 5-25=-2927/2135, 5-6= 2895/2141, 6-7=-2277/1658, 7-8� 2337/1845, 8-26=-1409/1120, 9-26= 1409/1120, 9-1 0=-1 409/1120, 10-27= 1409/1120, 11-27= 1409/1120, 11-12=-889/740, 12-13= 1501/1338, 1-23= 1632/1440 BOT CHORD 21-22= 2958/3332, 7-17= 256/378, 17-28= 1352/1608, 28-29= 1352/1608, 16-29= 1352/1608, 16-30=-740/886, 15-30= 740/892, 11-15=-1221/1153, 22-23= 823/320 WEBS 3-21— 688/871, 19-21 =-1 73312115, 6-21— 1293/1463, 8-17=-995/1220, 8-16— 405/472, 9-16=-315/417, 11-16= 777/1058, 3-22=-1985/1622, 12-15=-1360/1635, 6-19_ 1243/1077, 17-19= 1745/2260, 1-22=-3957/4625 Structural wood sheathing directly applied or 2-10-4 oc purlins, except end verticals. Rigid cefffng directfyappfied or4-1-1 oc bracing. Except: 1 Row at midpt 7-17, 11-15 1 Row at midpt 12-13, 6-21, 8-17, 8-16, 9-16, 11-16, 12-15, 6-19 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-6 to 9-8-10, Interior(1) 9-8-10 to 20-11-4, Exterior(2) 20-11-4 to 30-6-7 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Bearing at joint(s) 23 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=1b) 13=957, 23=768. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MfrEKREFERANCE PAGE MIP7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MITek8 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!Tek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fatxicatlorr, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star T11691082 74497 G8 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 Mi rek Industries, Inc. Tue Aug 22 11:41:47 2017 Page 1 1 D:04141 DCB7QwRG?h?eJCrfKzY77F-dhyl n4lebXIGyB4i1G7vwDgRzs_4Ug832HaunRylJt2 6-2-4 i 12-7-9 16-11-6 i 20-11-5 i 26-8-1 32-1.6 38-9-0 i 6-2.4 6.5-5 4-3-13 3-11-15 5-8-13 5-5-5 6.7-10 5x6 = 3x4 = 3x6 = 4x5 = 6.00 12 26 27 4x5 = 10 I9 le 16 17 US = 3x4 = 12 11 3x6 = 6x8 = 4x12 I1 3x4 11 3x4 11 6x8 = 7x8 = 26-8-1 Scale = 1:78.7 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FB02014/TP12007 CS1. TC 0.53 BC 0.73 WB 0.93 (Matrix-M) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/defl L/d -0.15 17-18 >999 360 -0.41 17-18 >999 240 0.12 11 n/a n1a 0.23 15-16 >999 240 PLATES GRIP MT20 244/190 Weight:311 lb Ff"=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-11 oc puffins, except BOT CHORD 2x4 SP M 30 "Except' end verticals. 5-17,9-12: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-11-12 oc bracing. Except: WEBS 2x4 SP No.3 *Except* 1 Row at midpt 9-13 10-11: 2x4 SP M 30 WEBS 1 Row at midpt 10-11, 16-18, 5-15, 7-15, 7-14, 9-14, 10-13 SLIDER Left 2x8 SP 240OF 2.0E 2-6-0 REACTIONS. (lb/size) 11=1428/0-7-10, 1=1428/0-6-14 Max Horz 1=621(LC 12) Max Upliftl 1 =-958(LC 12), 1=-771(LC 12) Max Gravll=1577(LC 17), 1=1612(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-723/387, 2-3— 2647/1759, 3-24— 2493/1655, 24-25=-2436/1657, 4-25=-2393/1668, 4-5=-2327/1692, 5-6=-1835/1414, 6-26= 1631/1346, 7-26=-1631/1346, 7-8=-1392/1120, 8-27= 1392/1120, 9-27=-1392/1120, 9-10= 898/740, 10-11=-1516/1340 BOT CHORD 1-19— 2159/2475, 18-19=-2159/2475, 5-16=-619/859, 16-28=-1775/2102, 15-28=-1776/2099, 15-29=-1120/1392, 14-29= 1120/1392, 14-30=-741/897, 13-30=-740/903, 9-13= 1184/1158 WEBS 3-18=-242/465, 16-18= 1908/2198, 4-16=-3B5/407, 5-15=-1006/916, 6-15— 322/552, 7-15=-465/493, 7-14=-685l748, 9-14= 783/1013, 10-13=-1361/1651 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 20-11-5, Exterior(2) 20-11-5 to 30-6-8 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 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 Qt=lb) 11=958, 1=771. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M1I--7473 rev. 101032016 BEFORE USE. Design valid for use only with MITek0 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, seeANSI/TPI i Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job 4 Truss Truss Type Qty Ply 20005 Southern Star T11891083 74497 G9 SPECIAL 3 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MTek Industries, Inc. Tue Aug 22 11:41:48 2017 Page 1 1 D:04141 DCB7QwRG?h?eJCrfKzY77F-5uW P?PJGMrQ7aKfuaze8TRCeRGL1 DH W CGxKSJtylJtl 1-3-1 7-30 13-8-5 16-0-2 22-0-1 27-8-13 332-2 39-9-12 ' -3.1 5-11-34-3-13 311.15 6-8-13 5-55 6-7-10 6.00 F12 Sx6 = 3x4 = 3X6 = 4x5 = 4x5 = 7 26 8 9 27 10 11 I9 Scale = 1:78.3 21 2u 114 186x8 = 3x8 = 3x4 = 13 12 4X6 = 7x8 = 3x4 I 3X4 II 6x8 = 3x5 = 1-3-13 1 1o4-8 16-0-2 22-0-1 27-e-13 33-2-2 39-B-12 -0- 9-0-11 7-7-10 3-it-15 5-B-13 5-5-5 6-7-10 0-3-13 Plate Offsets (X Y)-- f2:0-7-13 0-3-81 (7:0-3-0 0-2-0j (14:0-5-8 0-4-0j (17:0-5-8 0-4-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.12 16-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(TL) -0.33 18-19 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) 0.12 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.2016-17 >999 240 Weight: 318lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-11 oc puriins, except BOT CHORD 2x4 SP M 30 `Except` end verticals. 6-18,10-13. 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-1-7 oc bracing. Except: WEBS 2x4 SP No.3 "Except` 1 Row at midpt 10-14 11-12: 2x4 SP M 30 WEBS 1 Row at midpt 11-12, 3-21, 17-19, 6-16, 8-16, 8-15, 10-15, 11-14 REACTIONS. (lb/size) 12=1419/0-7-10, 21=1517/0-7-10 Max Horz 21 =652(LC 12) Max Upliftl2=-951(LC 12), 21=-882(LC 12) Max Gravl2=1566(LC 17), 21=1670(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2_ 519/84, 2-3=-700/418, 3-25=-2474/1572, 4-25=-2409/1575, 4-5=-2358/1588, 5-6=-2290/1666, 6-7= 1814/1396, 7-26=-1612/1330, 8-26=-1612/1330, 8-9= 1379/1109, 9-27=-1379/1109, 10-27=-1379/1109, 10-11=-891/735, 11-12=-1504/l331 BOT CHORD 1-21=-182/531, 20-21=-2051/2414, 19-20=-2051/2414, 6-17=-591/830, 17-28= 1750/2073, 16-28= 1751/2068, 16-29= 1109/1379, 15-29=-1109/1379, 15-30=-735/890, 14-30=-734/897, 10-14=-1173/1149 WEBS 2-21=-435/698, 3-21=-1951/1311, 3-19=-215/429, 17-19= 1872/2160, 5-17=-361/361, 6-16=-984/896, 7-16=-313/543, 8-16=-455/480, 8-15=-674/739, 10-15=-773/1001, 11-14= 1351/1639 NOTES- 1) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft eave=Lift Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 22-0-1, Exterior(2) 22-0-1 to 31-7-4 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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 fora live load of 20.Opsf on the bottom chord in all areas where,a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12=951, 21=882. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11411-7473 rev, 1010312015 BEFORE USE. Design valid for use only with MITekb 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star T71891084 74497 GRS MONO TRUSS 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MITek Industries, Inc. Tue Aug 22 11:41:49 2017 page 1 ID:04141 DCB7QwRG?h?eJCrfKzY77F-Z44nCIKu79Y_BUE58h9NOelv6ggJyxDMVb3?rKylJtO 2-5-4 5-0-0 2-5-4 2-6-12 Scale = 1:19.9 4 3x8 14x4 = 2-5-4 5-0-0 , r 2-5-4 2-6-12 Plate Offsets (),Y)-- f1:0-3-8 0-1-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) -0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(TL) -0.00 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr NO W B 0.06 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.00 5 >999 240 Weight: 36lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x6 SP No.2 2-7-1 REACTIONS. (lb/size) 1=323/0-8-0, 4=268/Mechanical Max Horz 1=144(LC 8) Max Upliftl= 106(LC 8), 4=-185(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=263/195 NOTES- 1) Wind: ASCE 7-10; VUIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; 8=150ft; L=100ft; eave=lift; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except Qt=lb) 1=106, 4=185. 6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 86 lb down and 43 lb up at 1-1-13, and 146 Ib down and 59 Ib up at 3-1-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 4-6=-20, 1-3=-54 Concentrated Loads (lb) Vert: 10=-86(B) 12= 146(B) © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/012015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stabllily and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute. 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job I Truss Truss Type Qty Pty 20005 Southern Star T71691085 74497 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Aug 22 11:41:50 2017 Page 1 ID:04141 DCB7QwRG?h?eJCrfKzY77F-2Ge9Q5LWuSgrpepHiOgcYslz8455hFwVkFpYOmyiJt? 12-5-10 16-11-4 20-2-15 23-7-7 24-11-0 411-3-:1313 3.4.8 3-3-11 4-5-10 4.5.10 3-3-11 3-4-B 1-3-13 I 0 4x8 = 2x3 11 4 22 235 24 25 4x8 = Scale = 1:43.0 15 ,. — ., 10 3x4 = 6x8 3x4 = 3x6 = 3x8 = 3x4 = 6x8 = 3x4 = 1-3-13 24-11-4 i 1-0-0 B-0-0 12-5.10 16-11-4 23-7-7 23r17r4 1-0-0 6-8-3 4-5-10 4-5-10 ' 6-8-3 0�3-43 0-3-13 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.08 12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.17 11-12 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.07 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.13 12 >999 240 Weight: 135lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-15 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-2-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 15=1560/0-7-10, 10=1560/0-7-10 Max Harz 15=193(LC 7) Max Upliftl 5=-1 145(LC 8), 10=-1087(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-270/72, 2-3= 324/191, 3-4=-2282/1694, 4-22= 2434/1871, 22-23=-2434/1871, 5-23= 2434/1871, 5-24= 2434/1871, 24-25=-2434/1871, 6-25= 2434/1871, 6-7=-2282/1698, 7-8=-324/221, 8-9= 270/74 BOT CHORD 14-15=-1287/1837, 14-26=-1392/2024, 13-26=-1392/2024, 13-27=-1392/2024, 12-27— 1392/2024, 12-28=-1329/2024, 28-29=-1329/2024, 11-29= 1329/2024, 10-11— 1273/1837 WEBS 2-15=-257/317, 3-15=1963/1479, 3-14=-370/315, 4-14=-48/373, 4-12=-480/615, 5-12=-552/608, 6-12= 462/590, 6-11= 53/373, 7-11=-382/327, 7-1 0=-1 963/1449, 8-10=-257/302 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l6omph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100fh eave=l ift; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 15=1145, 10=1087. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)139 lb down and 333 lb up at 8-0-0, 91 lb down and 175 lb up at 10-0-12, 91 lb down and 175 lb up at 12-0-12, 91 lb down and 175 lb up at 12-10-8, and 91 lb down and 175 lb up at 14-10-8, and 195 lb down and 366 lb up at 16-11-4 on top chord, and 235 lb down and 174 lb up at 8-0-0, 68 lb down and 3 lb up at 10-0-12, 68 lb down and 3 lb up at 12-0-12, 68 lb down and 3 lb up at 12-10-8, and 68 lb down and 3 lb up at 14-10-8, and 235 lb down and 174 lb up at 16-10-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard Loominuea on a e e Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek9 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 buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312- Alexandria, VA 22314. Job Truss Truss Type Qty Ply 20005 Southern Star T716910115 74497 GRA HIP 1 1 Job Reference (optional) Uharnbers truss, ton Fierce, FL /.09V 5 Aug 10 ZU1 r MI I eK mausines, inc. I ue Aug zz 11:41:*V LV 1 / rage L I D:04141 DCB7QwRG?h?eJCrf KzY77F-2Ge9Q5LW uSgrpepHiOgcYsiz8455hFwVkFpYOmy)Jt? LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4= 54, 4-6=-54, 6-9=-54, 16-19=-20 Concentrated Loads (lb) Vert:4=-139(B) 6=-139(B) 14=-235(B)11=-235(B) 22_ 91(B) 23� 91(B)24=-91(B) 25= 91(B) 26=-40(B) 27= 40(B)28= 40(131) 29= 40(B) Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MrrEKREFERANCE PAGE MII--7473 rev- 10/03MOIS 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 M!Tek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star T11891086 74497 _ GRA1 COMMON 1 2 Job Reference (optional) ClTambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 Mi rek Industries, Inc. Tue Aug 22 11:41:50 2017 Page 1 ID:04141 DCB7QwRG?h?eJCrfKzY77F-2Ge9Q5LWuSgrpepHiOgcYsIUK42rhFfVkFpYOmylJt? 4-11-3 8-8-7 12-5-10 i 16-2-13 i 20-0-1 23-11-4 4-11-3 3-9-3 3-9-3 3-9-3 3-8-3 3-11-3 r 4xs 11 7x12 -55- 3x6 11 8x10 = 10x10 = 7x8 = 3x6 11 8x12 4-11-3 20-0-1 Scale = 1:43.8 Cr 0 6 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.71 BC 0.60 WB 0.69 (Matrix-M) DEFL. in Vert(LL) -0.16 Vert(TL) -0.37 Horz(TL) 0.08 Wind(LL) 0.23 (loc) I/deft Ud 9 >999 360 9 >783 240 7 n/a n/a 9 >999 240 PLATES GRIP MT20 244/190 Weight: 340 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc puffins. BOT CHORD 2x8 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3'Except* 4-10: 2X4 SP M 30 WEDGE Left: 2x4 SP No.3, Right: 2x6 SP No.2 REACTIONS. (lb/size) 7=8059/0-7-10, 1=6213/0-7-10 Max Harz 1=-288(LC 6) Max Uplift7=-4587(LC 8), 1= 3686(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-9501/5661, 2-3=-11086/6610, 3-4=-9012/5345, 4-5=-9014/5346, 5-6= 11652/6750, 6-7— 12688/7239 BOT CHORD 1-12=-4941/8379, 12-20=-4941/8379, 11-20= 4941/8379, 11-21=-5748/9905, 21-22=-5748/9905, 10-22=-5748/9905, 10-23=-5876/10418, 9-23=-5876/10418, 9-24=-6360/11221, 8-24=-6360/11221, 8-25= 6360/11221, 7-25=-6360/11221 WEBS 2-12= 1636/979, 2-11 =-1 141/1838, 3-11— 1760/2823, 3-10=-2847/1890, 4-10=-4583/7801, 5-10=-3614/2083, 5-9=-1958/3628, 6-9=982/571, 6-8=-590/1047 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-4-0 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24fh B=150ft; L=100ft; eave=l ift; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 pst 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) 7=4587, 1=3686. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2628 lb down and 1741 lb up at 8-0-12, 1405 lb down and 790 lb up at 10-0-12, 1427 lb down and 818 lb up at 12-0-12, 1416 lb down and 795 lb up at 14-0-12, 1416 lb down and 795 lb up at 16-0-12, 1416 lb down and 795 lb up at 18-0-12, and 1404lb down and 789 lb up at 20-0-12, and 1404 lb down and 789 lb up at 22-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Continued on Daoe 2 Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE 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 veilty 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 MOW Is always required for stabillty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricalion, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star T11891086 74497 GRA1 COMMON 1 2 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 S AUg 16 20l 7 MI I eK Inaustrles, Inc. I U9 AUg L'L 11:41:bU'LUl 1 Vage'L 1 D:04141 DCB7QwRG?h?eJCrfKzY77F-2Ge9Q5LW uSgrpepH iOgcYsl uK42rhFfVkFpYOmylJt? LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-7=-54, 1-13=-20 Concentrated Loads (lb) Vert: 9=-1416(F) 8=-1404(F) 20=-2628(F) 21= 1405(F) 22= 1411(F) 23=-1416(F) 24= 1416(F) 25= 1404(F) Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIlEKREFERANCE 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, seeANSI/TPI I Quatlby Criteria, DSB-89 and BCSI Bullding Component 6904 Parke East Blvd. Safety information available from Truss Plate Insfihde, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star 4 T11891087 74497 GRC MONO TRUSS 1 2 Job Reference (optional) l:namDers truss. port Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Aug 22 11:41:51 2017 Page 1 I D:04141 DCB7QwRG?h?eJCrfKzY77F-WTCXdRL9fmoiRoOTG6Br53g6uTNuQe_fzvY6wCyIJt_ i 8-0-12 11-5-14 16-7-13 22-1-4 ' 8-0-12 3-5-2 5-1-15 5-5-7 3x4 11 Scale = 1:70.4 6.00 12 4x12 �, 3x6 11 10x10 = 8x10 = 10x10 = 8x10 = 8x12 11 LOADING (psf) TOLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014[TP12007 CSI. TO 0.53 BC 0.61 W B 0.94 (Matrix-M) DEFL. in (loc) I/defl L/d Vert(LL) 0.21 10-11 >999 240 Vert(TL) -0.31 10-11 >846 240 Horz(TL) 0.05 7 n/a n/a PLATES GRIP MT20 244/190 + Weight: 373 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-1 oc puriins, except BOT CHORD 2x8 SP 240OF 2.OE end verticals. WEBS 2x4 SP No.3 `Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 6-7: 2x6 SP No.2, 5-8,5-7: 2x4 SP M 30 WEBS 1 Row at midpt 6-7, 3-8, 5-7 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 7=7277/0-7-10, 1=5423/0-7-10 Maio Harz 1=648(LC 8) Max Uplift7=-4908(LC 8), 1= 3351(LC 8) Max Grav7=7309(LC 2), 1=5423(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-9250/5754, 2-3=-8045/4984, 3-4=-4424/2660, 4-5=-4368/2675 BOT CHORD 1-11= 5612/8162, 11-16=-5612/8162, 10-16= 5612/8162, 10-17=-4818/7187, 9-17=-4818/7187, 9-18=-4818/7187, 8-18=-4818/7187, 8-19= 2623/3907, 19-20= 2623/3907, 20-21= 2623/3907, 7-21= 2623/3907 WEBS 2-11= 1073/1498, 2-1 0=-1 480/1205, 3-10= 3208/4946, 3-8=-4853/3248, 5-8=-5011/7732, 5-7= 7227/4848 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-4-0 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) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; 8=150ft; L=1001t; eave=liit; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 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 = 1 O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=4908, 1=3351. 7) "Semi -rigid pitchbreaks including heels Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2628 lb down and 1839 lb up at 8-0-12, 1405 lb down and 883 lb up at 10-0-12, 1419 lb down and 883 lb up at 12-0-12, 1472 lb down and 924 lb up at 14-0-12, 1490 Ito down and 936 lb up at 16-0-12, and 1468 lb down and 949 lb up at 18-0-12, and 1543 lb down and 963 lb up at 20-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. M#fj bg,#WM,St0ndard Q WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEk REFERANCE PAGE MII-7473 rev. 10103/2015 BEFORE USE Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must 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 darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Sfer T11891087 74497 GRC MONO TRUSS 1 2 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MII eK Industnes, Inc. I ue Aug 22 11:41:51 2017 Page 2 I D:04141 DCB7QwRG?h?eJCrfKzY77F-WTCXdRL9fmoiRoOTG6Br53g6uTNuQe_fzvY6wCylJt_ LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-54, 1-7=-20 Concentrated Loads (lb) Veil: 9= 1411(B)11=-2628(B)16=-1405(B)17=-1405(B) 18=-1411(B)19= 1411(B)21=-1411(5) Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE ' Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bu0tling design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 20005 Southern Star T11891088 74497 GRD SPECIAL 1 1 Job Reference (optional) _............. .....,.........., ..._. ._.-.._a __ ... ...__ __.. . _�_ . ID:04141DCB7QwRG?h?eJCrfKzY77F-_flwrnMn64w Yzgppj4dHNAatd_99zoBZltRfylJsz 6-6-13 12-11-13 19-4-14 25-9-15 32-2-15 38-9-12 6-6-13 6.5-1 6-5-1 6-5-1 6-6-13 Scale = 1:72.2 3x4 = 5x8 MT18HS = 4x10 = 3x10 = 5x8 MT18HS = 3x4 11 3x4 = 3x10 = 4x10 = 1 17 18 19 220 21 22 3 4 23 24 25 526 27 28 29 30 6 7 31 32 8 33 34 35 9 16 36 37 38 15 39 40 41 14 42 43 13 44 45 46 47 12 48 49 50 11 51 52 53 10 5x8 MT18HS I I 6x8 = 5x8 MT18HS = 3x8 = 5x8 MT18HS = 6x8 = 5x8 MT18HS I I 6-6-13 12-11-13 19-4-15-9-15 2 32-2-15 3a-9-12 6-6-13 fi-5-1 fi-5-4 1 6-5-1 6-5-1 6-6-13 Plate Offsets (X Y)-- f2:0-3-80-1-81 f3:0-4-0 Edgej f7:0-4-0 Edgel f8:0-3-8 0-1-81 [10:0-3-8 Edge], (11:0-3-8 0-3-01 (12:0-3-12 0-3-01 f14:0-3-12 0-3-01,(15:0-3-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) -0.47 13 >982 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(TL) -1.09 13-14 >422 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(TL) 0.20 10 n/a n/a BCDL 10.0 Code FBC2014lTP12007 (Matrix-M) Wind(LL) 0.77 13 >601 240 Weight: 219lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-1-13 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 "Except` BOT CHORD Rigid ceiling directly applied or 3-7-11 oc bracing. 1-15,2-14,4-13,6-13,8-12,9-11: 2x4 SP M 30 WEBS 1 Row at midpt 1-16, 9-10, 1-15, 2-14, 8-12, 9-11 REACTIONS. (lb/size) 16=2702/Mechanical, 10=2648/Mechanical Max Upliftl 6=-1 866(LC 4), 10=-1819(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16- 2579/1891, 1-17= 3681/2545, 17-18=-3681/2545, 18-19=-3681/2545, 2-19= 3681/2545, 2-20=-5734/3966, 20-21=-5734/3966, 21-22=-5734/3966, 3-22=-5734/3966, 3-4=-5734/3966, 4-23=-6503/4507, 23-24=-6503/4507, 24-25=-6503/4507, 25-26=-6503/4507, 5-26=-6503/4507, 5-27=-6503/4507, 27-28=-6503/4507, 28-29= 6503/4507, 29-30=-6503/4507, 6-30= 6503/4507, 6-7=-5741 /3955, 7-31= 5741 /3955, 31-32=-5741 /3955, 8-32=-5741 /3955, 8-33= 3675/2532, 33-34=-3675/2532, 34-35= 3675/2532, 9-35=-3675/2532, 9-10= 2541/1839 BOT CHORD 15-39= 2545/3681, 39-40=-2545/3681, 40-41=-2545/3681, 14-41=-2545/3681, 14-42=-4008/5780, 42-43= 4008/5780, 43-44=-4008/5780, 13-44= 4008/5780, 13-45=-3990/5780, 45-46= 3990/5780, 46-47=-3990/5780, 12-47= 3990/5780, 12-48_ 2532/3675, 48-49= 2532/3675, 49-50=-2532/3675, 11-50=-2532/3675 WEBS 1-15=-2970/4296, 2-15= 2026/1675, 2-14=-1703/2448, 4-14=-1082/998, 4-13=-680/855, 5-13=-646/763,6-13=-688/855,6-12=-1084/1003,8-12- 1720/2460,8-11=-2024/1667, 9-11=-2956/4290 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. 0; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss 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 Qt=lb) 16=1866, 10=1819. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Continued on page 2 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 1010MO15 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 vetify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporaryand permanent bracing M iTe k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Atexandda. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qfy P y 20005 Southern Star T11891088 74497 GRD SPECIAL 1 1 Job Reference (optional) t;namDers I russ, ron Pierce, rL t.64U 5 Aug 16 2U1 I MI I eK Industries, Inc. 1 Ue Aug 22 11:41:52 2017 Page 2 I D:04141 DCB7QwRG?h?eJCrfKzY77F-_flwrnMnQ4wZ3yzgppj4dHNAatd_99zoBZlfRfylJsz NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 91 lb down and 175 lb up at 1-0-0, 91 lb down and 175 lb up at 3-0-0, 91 lb down and 175 lb up at 5-0-0, 91 lb down and 175 lb up at 7-0-0, 91 lb down and 175 lb up at 9-0-0, 91 lb down and 175 lb up at 11-0-0, 91 lb down and 175 lb up at 13-0-0, 91 lb down and 175 lb up at 15-0-0, 91 lb down and 175 lb up at 17-0-0, 91 lb down and 175 lb up at 19-0-0, 91 lb down and 175 lb up at 21-0-0, 91 lb down and 175 lb up at 23-0-0, 91 lb down and 175 lb up at 25-0-0, 91 lb down and 175 lb up at 27-0-0, 91 lb down and 175 lb up at 29-0-0, 91 lb down and 175 lb up at 31-0-0, 91 lb down and 175 lb up at 33-0-0, and 91 lb down and 175 lb up at 35-0-0, and 91 lb down and 175 lb up at 37-0-0 on top chord, and 68 lb down and 3 lb up at 1-0-0, 68 lb down and 3 lb up at 3-0-0, 68 lb down and 3 lb up at 5-0-0, 68 lb down and 3 lb up at 7-0-0, 68 lb down and 3 lb up at 9-0-0, 68 lb down and 3 lb up at 11-0-0, 68 lb down and 3 lb up at 13-0-0, 68 lb down and 3 lb up at 15-0-0, 68 lb down and 3 lb up at 17-0-0, 68 lb down and 3 lb up at 19-0-0, 68 lb down and 3 lb up at 21-0-0, 68 lb down and 3 lb up at 23-0-0, 68 lb down and 3 lb up at 25-0-0, 68 lb down and 3 lb up at 27-0-0, 68 lb down and 3 lb up at 29-0-0, 68 lb down and 3 lb up at 31-0-0, 68 lb down and 3 lb up at 33-0-0, and 68 lb down and 3 lb up at 35-0-0, and 68 lb down and 3 lb up at 37-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-9=-54, 10-16- 20 Concentrated Loads (lb) Vert: 14=-40(B) 4=-91(B) 7=-91(B) 17=-91(B) 18= 91(B) 19= 91(B) 20=-91(B) 21=-91(B) 22=-91(B) 24=-91(B) 25=-91(B) 26=-91(13) 27=-91(B) 28=-91(B) 30=-91(B) 31= 91(B) 32=-91(B) 33=-91(B) 34=-91(B) 35= 91(B) 36=-40(B) 37- 40(B) 38= 40(B) 39=-40(B) 40= 40(B) 41=-40(B) 42= 40(B) 43=-40(B) 44=-40(B) 45_ 40(B) 46=-40(B) 47=-40(B) 48= 40(B) 49= 40(B) 50= 40(B) 51=-40(B) 52= 40(B) 53=-40(B) ' Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mffek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must 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 MiTe k' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANST/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star ' T11891089 74497 GRE SPECIAL 1 1 Job Reference (optional) Ch mbers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Aug 22 11:41:53 2017 Page 1 ID:04141 DCB7QwRG?h?eJCrfKzY77F-SrJ127NPAN2Qg6XsNWEJAUwXRHB5uhayQD1Dz5ylJsy r 1-3-13 5-7-4 , 6-3-2 , 7-2-8 7-10-6 12-1-13 _ 13-5-10 1-3-13 4-3-7 0-7-14 0-11-7 0-7-14 4-3-7 1-3-13 3.64 FIT 4x4 = 4x4 = 4x4 % 4 5 6. 4x4 Scale = 1:24.5 I2T 0 oxw 14 4x4 = 2x3 II 2x3 II 4x4 = 9 --- 3x6 11 3x6 11 5-7-4 , 6-3-2 , 7-2-8 , 7-10-6 , 12-1-13 1�-5-10 13-5-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.05 13-14 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.03 13-14 >999 240 BCLL 0.0 Rep Stress Incr NO W B 0.36 Horz(TL) -0.01 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 14=665/0-7-10, 9=658/0-7-10 Max Harz 14— 135(LC 6) Max Uplift14=-778(LC 8), 9=-707(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 741/1117, 3-4=-652/1016, 4-5=-609/952, 5-6=-649/1007, 6-7=-737/1098 BOT CHORD 13-14=-288/144, 12-13= 1039/608, 11-12= 1030/609, 10-11=-1028/605 WEBS 2-14=-568/608, 2-13=-921/501, 7-10= 932/500, 7-9=-568/573 PLATES GRIP MT20 244/190 Weight: 73 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 or, puffins. Rigid ceiling directly applied or 7-1-3 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 14=778, 9=707. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 61 lb down and 170 lb up at 5-7-4, 161 lb down and 549 lb up at 6-3-2, and 90 lb down and 290 lb up at 7-2-9, and 61 lb down and 170 lb up at 7-10-6 on top chord, and 27 lb up at 5-7-4, 30 lb down and 15 lb up at 6-0-0, 26 lb down and 13 lb up at 6-3-2, 35 lb down and 8 lb up at 6-6-3, 35 lb down and 8 lb up at 6-11-7, 26 lb down and 13 lb up at 7-2-9, and 30 lb down and 15 lb up at 7-5-10, and 27 lb up at 7-10-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3= 54, 3-4_ 54, 4-5=-54, 5-6=-54, 6-8= 54, 15-18=-20 Concentrated Loads (lb) Vert: 3=13(F) 4=-161(F) 5=-90(F) 6=13(F) 13=-15(F) 12=-35(F) 11=-35(F) 10= 15(F) ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. f0/03/2015 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 properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MITeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricallon, storage, delivery, erection and bracing of trusses and truss systems, se.eANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star T11891090 74497 GRF SPECIAL 1 1 Job Reference (optional) Chambers Truss,' Fort Pierce, FL 7.640 s Aug 16 2017 M7ek Industries, Inc. Tue Aug 22 11:41:54 2017 Page 1 ID:04141 DCB7QwRG?h?eJCrfKzY77F-w2tgFTOixhAGIF62xElYiiShZhSUdB65ftnmWXylJsx s-10-14 5-2-10 i 7-1-10 i 8-4-6 8i7-10 10-1-12 12-1-2 16-2-8 1�-13 3.10-73 1-11-1 1-2-12 3 1-2-14 1-11-6 4-1-6 4.21 12 0-3-14x4 = Scale =1:31.1 4x4 % 23 5 24 6 axa 3x4 = 2x3 I I dxt% = 6M — zX0 I I 1-0-0 1- 3 5-2-10 7-1-10 8-4- -10-1 10-1-12 12-1-2 16-2-8 1-0-0 0-3- 3 3-10-13 1-11-1 1-2-12 0-6-8 1-2-14 1-11-6 4-1-6 Plate Offsets (X,Y)-- f1:0-1-4 0-0-21 f2:0-5-8 0-1-81 f9:0-6-10 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.08 11-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.09 11-13 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.15 Horz(TL) -0.02 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 98 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-11-3 oc bracing. WEBS 2x4 SP No.3 SLIDER Right 2x8 SP 240OF 2.0E 2-6-0 REACTIONS. (lb/size) 9=755/0-6-14, 15=820/0-7-10 Max Harz 15=-180(LC 6) Max Uplift9=-678(LC 8), 15= 760(LC 8) Max Grav9=771(LC 18), 15=852(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 921/833, 2-3=-1116/994, 3-4=-1071/1124, 4-23=-1023/1091, 5-23=-990/1051, 5-24=-982/1075, 6-24=-1028/1113, 6-7= 1061/1144, 7-8= 1104/1066, 8-9= 415/352 BOT CHORD 1-1 5=-815/929,14-15_ 960/929, 13-14=-960/929, 12-13=-1099/918, 12-25=-10991918, 25-26=-1099/918, 26-27=-1099/918, 11-27=-1099/918, 10-11=-843/942, 9-10= 843/942 WEBS 2-15=-475/507, 3-13=-460/139, 7-11=-496/128 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 9=678, 15=760. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 32 lb down and 211 lb up at 7-1-10, 120 lb down and 199 lb up at 8-0-0, 195 lb down and 379 lb up at 8-7-10, and 140 lb down and 214 lb up at 9-3-4, and 55 lb down and 225 lb up at 10-1-12 on top chord, and 55 lb up at 7-1-10, 47 lb down and 12 lb up at 8-0-0, 65 lb down and 107 lb up at 8-4-6, 68 lb down and 3 lb up at 8-7-10, 65 lb down and 107 lb up at 8-10-14, and 56 lb down and 50 lb up at 9-3-4, and 3 lb down and 100 lb up at 10-1-10 on bottom chord. The desigrl/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4= 54, 4-5=-54, 5-6=-54, 6-9=-54, 16-19= 20 Continued on Daoe 2 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev- 10103,2015 BEFORE USE. ' Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star T11891090 74497 GRF SPECIAL 1 1 Job Reference (optional) Chambers (fuss, Fort Fierce, FL 49U s Aug10 LU1/INIIdR IIIUUJIIItlJr 1111:. IUtl A.9 GG IIH.—duII —U.G I D:04141 DCB7QwRG?h?eJCrfKzY77F-w2tgFT01 xhAGI F62xEIYj iShZhSUdB65ftnm WXylJsx LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=70(F) 5=-112(F) 6=47(F) 12=-30(F) 13=22(F) 11=-3(F) 23— 63(F) 24= 84(F) 25=-105(F) 26=-65(F) 27=-53(F) 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek9 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star I T11891091 74497 GRF1 COMMON 1 2 Job Reference (optional) Chambers Truss, Fort Pierce, FL r.c4u s Aug io zui r Mi i ek mausmes, inc. i ue Aug zz i i A i A4 20 i r rage I D:04141 DCB7QwRG?h?eJCrfKzY77F-w2tgFT01 xhAGI F62xElYjiSgvhSl d7K5ftnmW XylJsx 4-10-13 8-7-10 12-4.8 16-2-8 r 4-10-13 3-8-13 3-8-13 3-10-0 4x5 II 4x10 = 6x10 II 3x6 11 10x10 = 3x6 II 8x10 = 8-7-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL I Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.10 7-8 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.16 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO W B 0.39 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 `Except' 3-7: 2x4 SP M 30 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 REACTIONS. (lb/size) 5=5126/0-6-14, 1=4493/0-7-10 Max Horz 1=-196(LC 6) Max Uplift5=-2953(LC 8), 1=-271O(LC 8) Scale = 1:30.8 ICP 0 PLATES GRIP MT20 244/190 Weight: 209 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-15 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-6940/4222, 2-3=-6404/3841, 3-4=-6411/3846, 4-5=-7682/4456 BOT CHORD 1-8=-3662/6108, 8-16= 3662/6108, 16-17= 3662/6108, 7-17=-3662/6108, 7-18— 3896/6809, 18-19=-3896/6809, 6-19= 3896/6809, 6-20=-3896/6809, 5-20=-3896/6809 WEBS 2-8=-456/549, 2-7=-496/458, 3-7= 3196/5410, 4-7=-1315/733, 4-6=-609/1203 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: 2x8 - 2 rows staggered at 0-4-0 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; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=1501t; L=100ft; eave=lift; Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 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 (it=lb) 5=2953. 1=2710. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2802 lb down and 1840 lb up at 6-1-8, 1411 lb down and 804 lb up at 8-0-12, 1404 lb down and 789 lb up at 10-0-12, and 1399 lb down and 786 lb up at 12-0-12, and 1403 lb down and 788 lb up at 14-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard L;ontinuea a Da e z 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek®connectors. This design Is based only upon parameters shotim, 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 buildng design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety InformaBon available from Truss Plate Institute. 218 N. Lee Street Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star T71891091 74497 GRF1 COMMON 1 2 Job Reference (optional) Chambers Truss, Fort Pierce, FL LOA[) CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=54, 3-5=-54, 1-9=-20 Concentrated Loads (lb) Vert: 16=-2802(B)17=-1411(B)18=-1404(B)19=-1399(B)20= 1403(B) 7.640 s Aug 16 2017 MI I eK Industries, Inc. I ue Aug 22 11:41:54 2017 Vage 2 I D:04141 DCB7QwRG?h?eJCrfKzY77F-w2tgFT01 xhAGI F62xEIYjiSgvhSld7K5ftnmWXylJsx © WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE 11411-7473 rev. f0/0311015 BEFORE USE. Deslgn valld for use only with MITekO connectors. This design is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the bulldIng designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse with posslbie personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabricatforL storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Job 4 Truss Truss Type Qty Ply 20005 Southern Star T71891092 74497 GRG SPECIAL 1 e� 2 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Aug 22 11:41:56 2017 Page 1 ID:04141 DCB7QwRG?h?eJCrfKzY77F-sQ?Qg9PHTIQ_XZGR2fnOo7YzoU4x5uaO6BGtaQylJsv i 5-2-14 10-2-5 i 15-1-11 �16-6-1� 18-6-1 22-7-9 i 26-9-2 W-10-10 34-8-7 i 38-9-12 5-2-14 4-11.6 4-17-6 1-4-6 2-0.0 4-1-9 4-1-8 4-14-1-E Scale = 1:70.7 6.00 12 3x4 II 3x4 11 5x8 3x4 11 3x8 = 3x6 = 4x5 = 45 = 4x5 = 3x4 II 3x6 = 4x10 = 7x8 7 8 31 9 10 11 32 12 33 13 25 24 23 228x143 4 MT18HS = 3x8 = 3x4 II 6x10 = 16 15 14 3x10 I 6x8 = 7x8 = 4x4 II 34 35 36 37 38 4x6 = 3x4 If 4x10 = 44 3x6 II 26-9-2 30-10-10 I9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.49 20-21 >938 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -1.10 20-21 >420 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.98 HOrz(fL) 0.28 14 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) I Wind(LL) 0.83 20-21 >558 240 Weight: 502lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-8 oc puffins, except BOT CHORD 2x4 SP M 30 `Except' end verticals. 22-25: 2x6 SP No.2, 17-21: 2x4 SP M 31, 11-16: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-8-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 25=2388/Mechanical, 14=2582/Mechanical Max Horz25=59(LC 8) Max Uplift25=-1722(LC 8), 14=-1880(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-25=-2291/1712, 1-26=-3675/2653, 26-27= 3675/2653, 2-27= 3675/2653, 2-28=-3675/2653, 3-28=-3675/2653, 3-29_ 3675/2653, 4-29=-3675/2653, 4-30=-10804/7844, 5-30=-10804/7844, 5-6= 11146/8090, 6-7=-9033/6612, 7-8=-8079/5940, 8-31— 8079/5940, 9-31=-8079/5940, 9-10_ 5312/3894, 10-11= 5312/3894, 11-32= 5244/3847, 12-32= 5244/3847, 12-33=-2354/1720, 13-33= 2354/1720, 13-14=-2520/1881 BOT CHORD 24-36— 4616/6316, 36-37=-4616/6316, 23-37=-4616/6316, 23-38=-903/1242, 22-38=-903/1242, 20-21=-8498/11581, 20-39= 6107/8287, 19-39= 6107/8287, 19-40=-5234/7140, 18-40=-5234/7140, 18-41=-5234/7140, 41-42=-5234/7140, 17-42=-523417140, 11-17=-252/258 WEBS 1-24=-3022/4194, 2-24=-404/471, 4-24=3081 /2221, 4-23=-717/647, 21-23=-3780/5166, 4-21=-3575/4881, 6-21=-817/642, 6-20=-4822/3499, 7-20=-2861/3931, 7-19=-258/231, 9-19— 885/1169, 9-18=-228/411, 9-17= 2246/1647, 15-17= 1635/2225, 12-17=-2767/3760, 12-15— 2830/2254, 13-15=-2438/3336 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 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 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=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.opsf; h=24ft; B=150ft; L=10011; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 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. (%tAjllir,q%�shfortruss to truss connections 0 WARNING - Vertry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 101032015 BEFORE USE. Design valid for use only with MITek0 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 fobricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 31Z Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star r T11891092 74497 GRG SPECIAL 1 2 Job Reference (optional) Chambers I russ,- fort Pierce, I-L 7.640 s Aug 16 2017 MITek Industries, Inc. Tue Aug 22 11:41:56 2017 Page 2 I D:04141 DCB7QwRG?h?eJCrfKzY77F-sQ?QggPHTIQ_XZGR2fnOo7YzoU4x5uaO6BGtaQylJsv NOTES- 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 25=1722, 14=1880. 11) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 87 lb down and 139 lb up at 1-5-5, 87 lb down and 139 lb up at 3-5-5, 87 lb down and 139 lb up at 5-5-5, 87 lb down and 139 lb up at 7-5-5, 87 lb down and 139 lb up at 9-5-5, 91 lb down and 191 lb up at 32-6-13, and 91 lb down and 191 lb up at 34-6-13, and 91 lb down and 191 lb up at 36-6-13 on top chord, and 35 lb down and 8 lb up at 1-5-5, 35 lb down and 8 lb up at 3-5-5, 35 lb down and 8 lb up at 5-5-5, 35 lb down and 8 lb up at 7-5-5, 35 lb down and 8 ib up at 9-5-5, 248 lb down and 205 lb up at 11-5-5, 366 lb down and 368 lb up at 18-6-1, 128 lb down and 124 lb up at 20-6-13, 128 lb down and 124 lb up at 22-6-13, 128 lb down and 124 lb up at 24-6-13, 128 lb down and 124 Ib up at 26-6-13, 128 lb down and 124 lb up at 28-6-13, 128 lb down and 124 lb up at 30-6-13, 68 Ito down and 3 lb up at 32-6-13, and 68 lb down and 3 lb up at 34-6-13, and 68 lb down and 3 lb up at 36-6-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-54, 6-7=-54, 7-13=-54, 22-25=-20, 17-21— 20, 14-16— 20 Concentrated Loads (lb) Vert: 24=-21(B) 2— 47(B) 20=-366(B) 19_ 128(B) 18=-128(B) 12=-91(B) 15=-40(B) 26=-47(B) 27=-47(B)28=-47(B) 29= 47(B) 32=-91(B) 33=-91(B) 34=-21(B) 35=-21(B) 36=-21(B) 37=-21(B) 38=-248(B) 39=-1 28(B) 40=-1 28(B) 41 =-128(B) 42=-128(B)43=-40(B) 44=-40(B) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE MIP7473 rev. 10/032015 BEFORE USE " Design valid for use only with MITek6 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 guldonce regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star 4 T11891093 74497 GRH MONO TRUSS t 2 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug io zoi r MIT ek mausmes, inc. i ue Aug 22 11 A .57 2017 rage 1 ID:04141 DCB7QwRG?h?eJCrfKzY77F-KdZpuUQvEcYr9jrdcMIFKK4EhuQYgRzXLr?Q7sylJsu 4-2-15 8-1-8 i 11-5-11 1 ' 4-2-15 3-10-9 3.4-3 3x4 11 " 5 4x4 = 3x4 11 6x8 = 6x8 = 4x8 11 8-1-8 Scale = 1:37.1 Plate Offsets (X,Y)-- f1:0-1-8 1-1-3j (1:0-3-8 Edgel (5:0-4-0 0-4-41 16:0-3-8 0-4-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.04 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.05 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.59 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 1601b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-5: 2x6 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 5=3356/0-7-10, 1=1444/0-7-10 Max Horz 1=333(LC 8) Max Uplift5=-2376(LC 8), 1=-889(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1782/1106, 2-3= 2156/1387 BOT CHORD 1-7=-1218/1521, 6-7=-1218/1521, 6-11=-1390/1905, 5-11— 1390/1905 WEBS 2-7=-470/345, 2-6=-555/435, 3-6=-2171/3103, 3-5=-3029/2215 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, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 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) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft eave=lift; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 5=2376, 1=889. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2562 lb down and 1900 lb up at 8-1-8, and 1405 lb down and 890 lb up at 10-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 1-5— 20 continued on a e 2 Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MIrEKREFERANCE PAGEM1F7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 31 Z Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star ` T11891093 74497 GRH MONO TRUSS 1 2 Job Reference (optional) CSlambers Truss, - Fort Pierce, FL LOA[fCASE(S) Standard Concentrated Loads (Ib) Vert: 6=-2562(F) 11=-1405(F) f.64U S AUg 1E zui t MI I eK Inaustries, mc. 1 Ue AUg ZZ 11:41 A r ZU11 Yage L ID:04141 DCB7QwRG?h?eJCrfKzY77F-KdZpuUQvEcYr9jrdcMIFKK4EhuQYgRzXLr?Q7sylJsu Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED. mfrEK REFERANCE PAGE MIh7473 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 properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star I- T11891094 74497 GRK HIP 2 1 Job Reference (optional) Ch'ambers Truss, - Fort Pierce, FL 7.640 s Aug 16 2017 Mt rek Industries, Inc. Tue Aug 22 11:41:57 2017 Page 1 ID:04141 DCB7QwRG?h?eJCrfKzY77F-KdZpuUQvEcYr9jrdcMIFKK47VuPlgMdXLr?Q7sylJsu 1-3-13 4-B-5 8-0-0 13-3-0 18-4-4 23-7-4 26-10-15 30-3-1 31-7A h-3-13 3.4.8 3-3-11 5-3-0 5-1-4 5-3-0 -3-11 3-0-B 1-3-13 Scale = 1:54.8 6.00 12 4x8 = 2x3 11 3x4 = 4x8 = 4 24 25 5 26 27 28 6 29 30 7 m e 0 10 m Tj 0 17 16 "' "- 15 -- -. -. 13 -- -- 12 11 3x4 = 6x8 = 3x4 = 3x10 = Sx6 wB = 3x5 = 3x4 = 6x8 = 3x4 = 1-3-13 31-7-4 1-0-D t1-0.0 13-3-0 18-4-4 23-7-4 i 30-3-7 3¢7r4 i 1-0-0 6-8-3 5-3.0 5-1-0 5-3-0 6•e•3 0.- 3 Offsets LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid TCLL I Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.17 13-15 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(TL) -0.41 13-15 >857 240 BCLL 0.0 Rep Stress Incr NO W B 0.93 Horz(TL) 0.13 11 n/a n/a BCDL 10.0 Code FBC2014lfP12007 (Matrix-M) Wind(LL) 0.28 13-15 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 17=2004/0-7-10, 11=2003/0-7-10 Max Harz 17=193(LC 7) Max Upliftl7= 1448(LC 8), 11= 1390(LC 8) PLATES GRIP MT20 244/190 Weight: 173 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-7-3 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-309/190, 3-4= 3092/2244, 4-24=-3740/2757, 24-25=-3740/2757, 5-25=-3740/2757, 5-26=-3740/2757, 26-27=-3740/2757, 27-28— 3740/2757, 6-28=-3740/2757, 6-29=-3740/2762, 29-30=-3740/2762, 7-30=-3740/2762, 7-8= 3091/2249, 8-9=-312/216 BOT CHORD 16-17=-1722/2426, 16-31— 1933/2750, 31-32— 1933/2750, 15-32=-1933/2750, 15-33= 2578/3740, 14-33=-2578/3740, 14-34=-2578/3740, 13-34= 2578/3740, 13-35=-1876/2749,,35-36= 1876/2749, 12-36= 1876/2749, 11-12=-167312426 WEBS 2-17=-301/345, 3-17=-2711/1983, 3-16=-436/493, 4-16=0/328, 4-15— 958/1281, 5-15=-553/644, 6-13=-585/654, 7-13= 976/1303, 7-12=0/328, 8-12= 429/479, 8-11=-2707/1950, 9-11= 301/331 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 17=1448, 11=1390. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 195 lb down and 366 lb up at 8-0-0, 91 lb down and 175 lb up at 10-0-12, 91 lb down and 175 lb up at 12-0-12, 91 lb down and 175 lb up at 14-0-12, 91 lb down and 175 lb up at 15-9-10, 91 lb down and 175 lb up at 17-6-8, 91 lb down and 175 lb up at 19-6-8, and 91 lb down and 175 lb up at 21-6-8, and 139 lb down and 333 lb up at 23-7-4 on top chord, and 235 lb down and 174 lb up at 8-0-0, 68 lb down and 3 lb up at 10-0-12, 68 lb down and 3 lb up at 12-0-12, 68 lb down and 3 lb up at 14-0-12, 68 lb down and 3 lb up at 15-9-10, 68 lb down and 3 lb up at 17-6-8, 68 lb down and 3 lb up at 19-6-8, and 68 lb down and 3 lb up at 21-6-8, and 235 lb down and 174 lb up at 23-6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 0 WARNING - Verify design parameters and READ NOTES ON THis AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. 10103/2015 BEFORE USE. ' Design valid for use only wllh MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/1PI1 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. Mexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star T11691094 74497 GRK HIP 2 1 Job Reference (optional) unamt)ers !CUSS, ton V18MG, M ID:04141 DCB7.QwRG?h?eJCrfKzY77F-pp7B5gRY?wgintOpA4pUtYdlFll_ZpthaVl_flylJst 0 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=125, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-7=-54, 7-10=-54, 18-21=-20 Concentrated Loads (lb) Vert:4=-139(B) 7=-139(B) 14=-40(B) 16=-235(B) 12=-235(B) 24= 91(B) 25=-91 (B) 26=-91 (B) 27=-91(B) 28=-91(B) 29= 91(B)30= 91(B) 31=-40(B) 32=-40(B) 33=-40(B) 34=-40(B)35=-40(B) 36=-40(B) Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11111-7473 rev. 1010312015 BEFORE USE ' Design valid for use only with MlTek® 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 i1NiTe k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avdiable from Truss Plate Institute. 218 N. Lee Street, Suite 312 Alexandria. VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star T71891095 74497 GRK1 SPECIAL 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 201 t Mr l eK industries, inc. t ue Aug 22 11 R1:66 20i t rage 1 ID:04I41 DCB7QwRG?h?eJCrfKzY77F-pp7B5gRY?wgintQpA4pUtYdK?InMZoDhaVl_flylJst 1-3-13 8-6-7 15-9-10 22.36 2&t-7 37-3.15 , 33-5-15 P-:9-12, • 1-3-13 7-2-10 7-3-3 6-5-121-3-13 45 = 6.o0 12 Scale = 1:63.0 18 'V 13 12 11 3x6 = 3x4 = 3x6 = 4x10 — 3x5 — 3x4 = 3X4 = 3x4 = 3X6 11 1-3-13 33.9-12 ,1-0-0 11-0-7 20-6-12 , 28-1.7 31- 5 , 33-515 i 34-9-1a 1-0-0 9-8-10 9G-5 7.6-11 3-2-8 2-2-0 0- - 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (IOC) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.32 15-17 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.60 15-17 >649 240 BCLL 0.0 Rep Stress Incr NO W B 0.97 Horz(TL) 0.07 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.23 13-15 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 18=1272/0-7-10, 11=1215/0-7-10 Max Horz 18=-379(LC 6) Max Upliftl8— 831(LC 8), 11=-775(LC 8) Max Grav 1 8=1 282(LC 13), 11=1215(LC 1) PLATES GRIP MT20 244/190 Weight: 186 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-18 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-508/103, 2-3=-673/388, 3-4=-1778/1168, 4-5— 1740/1161, 5-6=-1956/1323, 6-7=-3121/2046, 7-25=-2633/1665, 8-25— 2633/1665, 8-9=-1276/838, 9-10=-228/358 BOT CHORD 1 -18=-196/495,17-18=-867/1847, 16-17=-494/1272, 16-26=-494/1272, 26-27=-494/1272, 15-27=-494/1272, 14-15=-1011/1833, 13-14= 1011/1833, 13-28— 647/1073, 12-28=-647/1073, 11-12=-342/241, 10-11=-342/241 WEBS 2-18=-536/578, 3-18=-1287/782, 4-17=-395/398, 5-17=-320/714, 5-15=-586/1072, 6-15=-681/587, 6-13=-815/1183, 7-13=-1574/1108, 8-13=-1060/1820, 8-12= 444/256, 9-12=-949/1516, 9-11 =-1 190/812 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100fh eave=l lfh Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1'O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 18=831, 11=775. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 27 lb down and 65 lb up at 30-9-0, and 32 lb down and 109 lb up at 31-3-15 on top chord, and 16 lb up at 30-9-0, and 45 lb up at 31,-3-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5= 54, 5-7=-54, 7-8=-54, 8-10=-54, 19-22=-20 uommuea on Daae 2 Q WARNING. Verify desfgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/0312015 BEFORE USE, Design valid for use only with MiTck® 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 trussweb and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 southern Star T11891095 74497 GRK1 SPECIAL 2 1 Job Reference (optional) Chambers Truss,- Fort Pierce, FL LOM CASES) Standard Concentrated Loads (Ib) Vert: 8=37(F) 12=32(F) 25=13(F) 28=7(F) 7.640 a Aug 16 2017 MI I eK Industries, Inc. ]us Aug 22 11:41:b6 ZU11 Page Z ID:04141 DCB7QwRG?h?eJCrfKzY77F-pp7B5gRY?wgintOpA4pUtYdK?I nMZoDhaVl_flylJst ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MIfEKREFERANCE 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 properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply 20005 Southern Star T11891096 74497 GRL SPECIAL 2 1 Job Reference (optional) Chambers Truss, - Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Aug 22 11:41:59 2017 Page i ID:04141 DCB7QwRG?h?eJCrfKzY77F-H?hZJASAmDoZO1?OknLjQlAbOiFvlTPgo9UXBIyIJss 1-3-13 2-8-9 i 4-9.8 7-4-4 i 9-5-3 i 10-9-15 i 12-1-12 13� 13 r 1-4.12 2-D-15 2-0-11 2-0-15 T 1-4-12 1-3-13 ' Scale = 1:21.4 3.71 12 4x8 = 44 = 22 5 23 2x3 11 2x3 11 4-9-8 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress incr NO Code FBC2014/TPI2007 CS1. TC 0.07 BC 0.03 WB 0.08 (Matrix-M) DEFL. in Vert(LL) 0.01 Vert(TL) 0.01 Horz(TL) -0.00 (loc) I/deft Ud 12 >999 240 12 >999 180 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 63lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 14=226/0-7-10, 9=226/0-7-10 Max Horz 14=87(LC 7) Max Upliftl4=-365(LC 8), 9=-318(LC 9) Max Grav 14=231(LC 17), 9=231(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-94/293, 3-21=-137/367, 4-21— 121/347, 4-22= 122/344, 5-22= 122/344, 5-23=-120/349, 6-23=-136/366, 6-7=-94/293 BOT CHORD 13-24= 300/73, 12-24= 300/73, 12-25=-391/123, 11-25= 391/123, 11-26— 266/74, 10-26=-266/74 WEBS 2-14=-174/276, 2-13— 266/109, 7-10— 272/109 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft B=150ft; L=100ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 14=365, 9=318. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 62 lb down and 83 lb up at 2-8-9, 33 lb down and 98 lb up at 4-0-0, 15 lb down and 58 lb up at 4-9-8, 0 lb down and 78 lb up at 6-0-14, 15 lb down and 58 lb up at 7-4-4, and 33 lb down and 98 lb up at 8-1-12, and 62 lb down and 83 lb up at 9-5-3 on top chord, and 64 lb down and 63 lb up at 2-8-9, 23 lb up at 4-0-0, 32 lb down and 39 lb up at 4-9-8, 14 lb up at 6-0-14, 32 lb down and 39 lb up at 7-4-4, and 23 lb up at 8-1-12, and 64 lb down and 63 lb up at 9-5-3 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4=-54, 4-5_ 54, 5-6=-54, 6-8=-54, 15-18=-20 uortunuea on 3a le r Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MIP7473 rev. 10103/2015 BEFORE USE Design valid for use only with MITek0 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stabllhy and to prevent collapse with possible personal Injury and property darnage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSR-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314, Job Truss Truss Type Qty Ply 20005 Southern Star T71891096 74497 GRL SPECIAL 2 1 Job Reference (optional) ruse, - ron rrerce, rL 7.640 s Aug 16 2017 MI I ek IndUstrles, Inc. rue Aug 22 11:41:59 2017 Page 2 ID:04141 DCB7QwRG?h?eJCrfKzY77F-H?hZJASAmDoZO1?OknLjQlAbOiFvlTPgo9UXBlylJss LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=83(F) 4=52(F) 5=52(F) 6=83(F) 13=33(F) 12=23(F) 11=23(F) 10=33(F) 21=24(F) 22=-O(F) 23=24(F) 24=1O(F) 25=1(F) 26=10(F) Q WARNING - Verify design pammetem and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to,preveni 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 1n1SS systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 20005 Southern Star ' T11891097 74497 GRM MONO TRUSS 1 2 Job Reference (optional) Chambers Truss,' Fort Pierce, FL 7.640 s Aug 16 2017 Mi rek Industries, Inc. I ue Aug 22 l l :4'2:UU L10I r Pagel I D:04141 DC67QwRG?h?eJCrfKzY77F-ICExW WSoXXwQOAaCHVsyyzijX6Nj 1 oPz1 pE4jBylJsr i 5-5-1 10-6-10 i 15-8-3 ' S-5-1 5-1-9 5-1 R 0 3x4 11 6.00 Fl2 4x10 II 3x8 11 4x6 = 3x5 = 3x4 = 6x8 = Scale = 1:68.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vett(LL) -0.08 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(TL) -0.17 10-12 >999 240 BCLL 0.0 ' Rep Stress Incr NO W B 0.61 Horz(TL) 0.04 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.11 10-12 >999 240 Weight: 345 lb FT = 20%- LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 `Except` BOT CHORD 7-8: 2x6 SP No.2 WEBS SLIDER Left 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 8=2018/0-7-10, 1=4245/0-7-10 Max Horz 1=618(LC 24) Max Uplift8— 1534(LC 8), 1=-2547(LC 8) Max Grav8=2594(LC 28), 1=4256(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3084/1816, 2-3=-5350/3136, 3-4— 3384/1859, 4-5=-1578l722, 5-6= 1487/739 BOT CHORD 1-19=-3294/4888, 19-20— 3294/4888, 12-20=-3294/4888, 12-21= 3294/4888, 11-21=-3294/4888, 11-22=-3294/4888, 10-22= 3294/4888, 10-23=-2046/3141, 23-24= 2046/3141, 24-25=-2046/3141, 9-25=-2046/3141, 9-26= 883/1445, 26-27=-883/1445, 27-28=-883/1445, 8-28=-883/1445 WEBS 3-12= 1176/1918, 3-10=-2106/1467, 4-10= 1522/2337, 4-9=-2542/1743, 6-9= 1475/2627, 6-8= 2699/1651 Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 8-5-11 oc bracing. 1 Row at midpt 7-8, 6-8 NOTES- 1) 2-ply truss to be connected together with I Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered 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 piles, 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) Wind: ASCE 7-10; Vult=l6omph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=10011; eave=l ift; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 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) 8=1534, 1=2547. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1046 lb down and 664 lb up at 1-5-9, 1046 lb down and 664 lb up at 3-5-9, 1046 lb down and 664 lb up at 5-5-9, 424 lb down and 301 lb up at 7-5-9, 424 lb down and 301 Ito up at 9-5-9, 424 lb down and 301 lb up at 11-5-9, 424 lb down and 301 lb up at 13-5-9, 154 lb down and 40 lb up at 15-2-4, and 207 lb down and 81 lb up at 17-2-4, and 188 lb down and 78 lb up at 19-2-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Continued on Daae 2 0 WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev 10103,2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI i Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star ` T11891097 74497 GRM MONO TRUSS 1 2 Job Reference (optional) 'Chambers Iruss,- Fort Pierce, FL r.oau smug i o zu i r wi i ui, inuusnius, ili, i ue Huy zz i —z.vu — i i r- ya z i D:04141 DCB7QwRG?h?eJCrfKzY77F-ICExW WSoXXwQOAaCH VsyyzijX6Nj 1 oPz1 pE4jBylJsr LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-7=-54, 8-13=-20 Concentrated Loads (lb) Vert: 12=-1046(F) 19=-1046(F) 20� 1046(F)21=-387(F) 22=-387(F) 23=-387(F) 24= 387(F) 25=-51(F) 26=-48(F)28=66(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE 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 verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Te k` prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply 20005 Southern Star T71891098 74497 GRN MONO TRUSS 1 2 Job Reference (optional) Chambers Truss, ' Fort Pierce, FL 7.640 s Aug 16 2017 M7ek Industries, Inc. Tue Aug 22 11:42:01 2017 Page 1 ID:04141 DCB7QwRG?h?eJCrfKzY77F-DOoJjsTQlr2HeK90rCNBVAFWCVlomHR7GTzeGdylJsq 5-11-9 , 10-5-11 , ' 5-11-9 4-6-1 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2014/TPI2007 3x4 11 5 3x10 11 3x10 11 6x8 = 10-5-11 CSI. DEFL. in (loc) I/dell Ud TC 0.16 Vert(LL) 0.07 6-11 >999 240 BC 0.83 Vert(TL) -0.11 6-11 >999 240 WB 0.43 Horz(TL) 0.01 5 n/a n/a (Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* BOT CHORD 4-5: 2x6 SP No.2 SLIDER Left 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 1=2864/0-7-10, 5=1926/0-7-10 Max Harz 1=303(LC 21) Max Upliftl=-1693(LC 8), 5=-1327(LC 8) Max Gravl=2864(LC 1), 5=2009(LC 25) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1906/1080, 2-3=-2236/1290 BOT CHORD 1-13=-1361/2017, 13-14— 1361/2017, 6-14=-1361/2017, 6-15=-1361/2017, 15-16= 1361/2017, 5-16=-1361/2017 WEBS 3-6=-1385/2270, 3-5=-2563/1732 Scale = 1:36.6 PLATES GRIP MT20 244/190 Weight: 145 lb FT = 20! Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 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, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered 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) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft L=100ft; eave=lift; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=1693, 5=1327. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1063 lb down and 674 lb up at 1-2-4, 1063 lb down and 674 lb up at 3-2-4, 1063 lb down and 674 lb up at 5-2-4, and 458 lb down and 304 lb up at 7-2-4, and 458 lb down and 304 lb up at 9-2-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Continued on Daae 2 Q WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 14II-7473 rev, 101032015 BEFORE USE. Design valid for use only with MITek9 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 MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star T11891098 74497 GRN MONO TRUSS 1 2 Job Reference (optional) "uss, - ron rierce, M t.b4U s Aug 16 ZUl / MI I eK Inaustries, Inc. I U8 AUg 22 11:42:Ul ZUl / rage 2 ID:04141 DCB7QwRG?h?eJCrfKzY77F-DOoJjsTQlr2HeK90rCNBVAFwCVlomHR7GTzeGdylJsq LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4= 54, 5-7=-20 Concentrated Loads (Ib) Vert: 11=-1063(B) 13=-1063(B) 14=-1063(B) 15=-422(B) 16=-422(B) Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev, 10/03/2015 BEFORE USE. ' Design valid for use only with Mlrek® 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 MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star • T11891099 74497 J1 MONO TRUSS 18 1 Job Reference (optional) Chambers Truss, - Fort Pierce, FL /.64U S Aug 16 ZU1 t m I eK Industries, Inc. I ue Aug ZZ i i:42mz ZU i / rage i ID:04141 DCB7QwRG?h?eJCrfl(zY77F-haMixCU238B8FUjbPvuQlOn6pvFVVpMGU7jBo4ylJsp 1-3-13 0-8-3 Scale = 1:9.7 2x3 11 i-0-0 1-0-0 2-0-0 1-0-0 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(TL) 0.00 5 >999 240 BCLL 0.0 Rep Stresslncr YES WB 0.07 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014TFPI2OO7 (Matrix-M) Wind(LL) -0.00 5 >999 240 Weight: 7lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=-11/Mechanical, 4=-29/Mechanical, 5=186/0-7-10 Max Horz5=58(LC 12) Max Uplift3— 15(LC 3), 4=-29(LC 1), 5=-178(LC 12) Max Grav3=12(LC 10), 4=31(LC 12), 5=186(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterlor(2) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Ot=lb) 5=178. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03,2016 BEFORE USE ' Design valid for use only with MITek6 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply 20005 Southern Star ' Tf 1891100 74497 J3 MONO TRUSS 15 1 Job Reference (optional) Cftambers Truss, ' Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Aug 22 11:42:03 2017 Page 1 0:04141 DCB7QwRG?h?eJCrfKzY77F-gmw48YVggSJ?telnzdPfabKFgJcoEGtQjmSIKWylJso 1-3-13 2-8-3 Scale = 1:14.8 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014ITP12007 CSI: TC 0.21 BC 0.09 WB 0.12 (Matrix-M) DEFL. in Vert(LL) -0.00 Vert(TL) -0.00 HOrz(TL) 0.00 Wind(LL) -0.00 (loc) I/dell Lid 4-5 >999 360 4-5 >999 240 3 n/a n/a 4-5 >999 240 PLATES GRIP MT20 244/190 Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=54/Mechanical, 4=19/Mechanical, 5=212/0-7-10 Max Harz 5=114(LC 12) Max Uplift3=-69(LC 12), 5=-163(LC 12) Max Grav3=75(LC 17), 4=40(LC 3), 5=212(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 251/88 WEBS 2-5=-170/390 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150fh L=100fh eave=l lft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 5=163. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE M11--7473 rev, 10/012015 BEFORE USE. Design valid for use only with MITek0 connectors. This design Is based only upon parameters shown, and Is for an Individual bullding 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 buckling of individual truss web and/or chord membersonly. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabricaliom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Job Truss Truss Type Qty Ply 20005 Southern Star T11891101 74497 J3A MONO TRUSS 4 1 Job Reference (optional) Chambers Truss, ' Fort Pierce, FL 7.640 S Aug 16 2017 MI I eK Inaustrles, mc. 1 Ue AUg ZZ 11 :4Z:08 2U1 / rage 1 I D:04141 DC67QwRG?h?eJCrfKzY77F-9mw48YVggSJ?te1 nzdPfabKG6Jcq EGHQjmSIK WylJso 13-13 i 3-3-3 t • r 1-3-13 1-11-6 Scale = 1:13.0 1-0-D 1-0-0 3-3-3 2-3-3 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 11 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-3-3 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=35/Mechanical, 4=8/Mechanical, 5=188/0-7-10 Max Horz 5=92(LC 12) Max Uplift3=-47(LC 12), 5=-156(LC 12) Max Grav3=51(LC 17), 4=25(LC 3), 5=188(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5— 128/300 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.opsf; h=24ft; B=150ft; L=100ft eave=lift; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except gt=lb) 5=156. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE 11111-7473 rev. 10MV2015 BEFORE USE. ' Design valid for use only with MITek0 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 buckling of inclivklual truss web and/or chord members only. Additional temporaryand permanent bracing MOW prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSII-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street- Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 20005 Southern Star ' T71891102 74497 J313 MONO TRUSS 1 1 Job Reference (optional) Chambers Truss, • Fort Pierce, FL 3-8.6 3-8-6 7.640 s Aug 16 2017 M7ek Industries, Inc. Tue Aug 22 11:42:04 2017 Page 1 1D:04141DCB7QwRG?h?eJCrfKzY77F-dzUSMuVIbmFisVotzWKwu7ptKQj.—zk ,yQClsyy..,. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud TCLL I Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.01 4 7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) 0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 1 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.02 4-7 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 SLIDER Left 2x8 SP 240OF 2.0E 2-6-0 REACTIONS. (lb/size) 1=131/0-6-14, 3=89/Mechanical, 4=42/Mechanical Max Horz 1=105(LC 12) Max Uplift1=-36(LC 12), 3=-106(LC 12), 4= 17(LC 12) Max Gravl=135(LC 17), 3=116(LC 17), 4=56(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2121283 Scale = 1:16.8 PLATES GRIP MT20 2441190 Weight: 20 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=l6omph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24fh B=150ft; L=100ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except Qt=lb) 3=106. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11--7473 rev. 1010=015 BEFORE USE. ' Design valid for use only with MITek0 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. Addillonal temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcatiort, storage, delivery. erection and bracing of trusses and Truss systems, seeANSI/7PI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute. 218 N. Lee Street Suite 312 Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20OD5 Southern Star • T11891103 74497 J4A MONO TRUSS 3 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Aug 22 11:42:04 2017 Page 1 I D:04141 DCB7QwRG?h?eJCrfKzY77F-dzUSMuVIbm RsVotzW Kwu7ptNgjwjziaZyQClsyylJsn 1-3-13 i 4-9-2 _ • 1-3-13 3-5-5 Scale = 1:16.7 N cb N LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.40 BC 0.18 WB 0.15 (Matrix-M) DEFL. in Vert(LL) -0.00 Vert(TL) -0.01 Horz(TL) -0.01 Wind(LL) 0.00 (loc) I/deft. Ud 4-5 >999 360 4-5 >999 240 3 n/a n/a 4-5 >999 240 PLATES GRIP MT20 244/190 Weight: 16lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-9-2 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=73/Mechanical, 4=28/Mechanical, 5=240/0-7-10 Max Horz5=137(LC 12) Max Uplift3= 90(LC 12), 5=-175(LC 12) Max Grav3=97(LC 17), 4=54(LC 3), 5=240(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-327/114 BOT CHORD 1-5= 98/272 WEBS 2-5=-223/506 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 5=175. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING -Verily design parameters end READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll--7473 rev. la'032015 BEFORE USE ' Design valid for use only with MiTek0 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 M!Te k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Truss systems, seeANSVTPI I Quality Criteria, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandda. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star • T11891104 74497 J4B MONO TRUSS 1 1 Job Reference (optional) Cliambers Truss, Fort Pierce, FL 3x10 II 4-0-0 7.640 s Aug io 2017 rvn i arc uwusums, P.— y«1[:"c:vv �v 1 aiiv, I D:04141 DCB7QwRG?h?eJCrfKzY77F-aLcCnZXZ7Nhak61 Mc]zMCEyaS W UdReQsPkhPxrylJsl LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.01 4-9 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.02 4-9 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) -0.03 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.04 4-9 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 SLIDER Left 2x8 SP 240OF 2.0E 2-6-0 REACTIONS. (lb/size) 1=155/0-7-10, 3=88/Mechanical, 4=42/Mechanlcal Max Horz 1=113(LC 12) Max Upliftl= 46(LC 12), 3=-111(LC 12), 4= 15(LC 12) Max Grav1=161(LC 17), 3=117(LC 17), 4=58(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-130/297 Scale = 1:17.3 PLATES GRIP MT20 244/190 Weight: 21 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.opsf; h=24ft; B=150ft; L=100111; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Corner(3) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except Qt=lb) 3=111. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MI7EKREFERANCE 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 verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply, 20005 Southern Star ' T11891105 74497 J5 MONO TRUSS 19 1 Job Reference (optional) Chambers Truss! Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Aug 22 11:42:07 2017 Page 1 ID:04141 DCB7QwRG?h?eJCrfKzY77F-2Y9b_vYBthpQMFcYCTUbkRVnuwumA2J?eOQyTHylJsk 1-3-13 14-8-3 1-0-0 6-0-0 1-0-0 5-0-0 Plate Offsets (x,Y)-- f5.0-3-0 0-0-41 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.02 4-5 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.04 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.22 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.02 4-5 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=1 01 /Mechanical, 4=41/Mechanical, 5=291/0-7-10 Max Horz5=173(LC 12) Max Uplift3=-123(LC 12), 5— 198(LC 12) Max Grav3=132(LC 17), 4=75(LC 3), 5=291(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-458/160 BOT CHORD 1-5=-122/337 WEBS 2-5=-325/725 Scale = 1:20.7 PLATES GRIP MT20 244/190 Weight: 20 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=1001t; eave=lift Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=123, 5=198. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE 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 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply 20005 Southern Sfar T11691106 74497 J5A MONO TRUSS 3 1 Job Reference o tional Chambers Truss, • Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Aug 22 11:42:07 2017 Page 1 ID:04141 DCB7QwRG?h?eJCrfKzY77F-2Ygb_vYBthpQMFcYCTUbkRVpDwwIA2p?eOQyTHylJsk 1-3-13 5-0-0 • 1-3-13 3-8-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.01 4-5 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(TL) -0.01 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.01 4-5 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=78/Mechanical, 4=31/Mechanical, 5=250/0-7-10 Max Harz 5=143(LC 12) Max Uplift3=-97(LC 12), 5=-180(LC 12) Max Grav3=104(LC 17), 4=58(LC 3), 5=250(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=522/122 BOT CHORD 1-5=-103/420 WEBS 2-5=241/832 Scale = 1:18.1 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100fh eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 5=180. 6) "Semi -rigid pitchbreaks Including heels" Member and fixity model was used In the analysis and design of this truss. Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11.7473 rev. 101032016 BEFORE USE. ' Design valid for use only with MITek9 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 anchor 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, dellvery, erection and bracing of trusses and truss systems seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 2231A. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star ` T11891107 74497 JSC SPECIAL 1 1 Job Reference (optional) Chambers Truss, ' Fort Pierce, FL 7.640 s Aug 16 2017 M7ek Industries, Inc. Tue Aug 22 11:42:08 2017 Page 1 I D:04141 DCB7QwRG?h?eJCrfKzY77F-W kjzCFZpe_xHzPBkIA?q Hf11 uKDrvXz9t2AV?jylJsj i 3-7-10 i 5-0-0 i 3-7-10 1-4-6 8 3x4 II 3x8 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.01 8-11 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.02 8-11 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) -0.02 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.02 B-11 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-6-0 0 0 Scale= 1:19.9 PLATES GRIP MT20 244/190 Weight: 27lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-11-10 oc bracing. REACTIONS. All bearings Mechanical except Qt=length) 1=Mechanical. (lb) - Max Harz 1=144(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1, 4 except 5=-295(LC 17), 6=-368(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 4, 5 except 6=523(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-205/269 BOT CHORD 6-7— 290/168 WEBS 3-6=-244/422 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; 8=150ft; L=100fh eave=lift; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 1, 4 except (jt=lb) 5=295, 6=368. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 101=015 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 MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Pty 20005 Southern Star • T11891108 74497 J7 MONO TRUSS 47 i Job Reference (optional) Chambers Truss, ' Fort Pierce, FL r.o4u s Hug io zui r mu ek inausmes, inc. rue Aug 22 i r:42:08 2017 rage 1 I D:04141 DCB7QwRG?h?eJCrfKzY77F-W kjzCFzpe_xHzPBkIA?q Hf 114KGOvTm9t2AV?jylJsj 1-3-13 8-0-0 _ • 1-N, 6-8-3 3xs = 3x10 II LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.05 4-5 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.13 4-5 >581 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.33 Holz(TL) -0.03 3 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Wind(LL) 0.05 4-5 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=145/Mechanical, 4=60/Mechanical, 5=376/0-7-10 Max Horz 5=232(LC 12) Max Uplift3=-176(LC 12), 5=-237(LC 12) Max Grav3=188(LC 17), 4=108(LC 3), 5=376(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 674/234 BOT CHORD 1-5=-151/422 WEBS 2-5=-524/1110 Scale = 1:26.4 PLATES GRIP MT20 244/190 Weight: 26 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=176, 5=237. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 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 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 MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star . T11891109 74497 JA3 MONO TRUSS 1 1 Job Reference (optional) Ch'ambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Aug 22 11:42:09 2017 Page 1 1 D:04141 DCB7QwRG?h?eJCrfKzY77F-_wHLPbZRP138bZmxJuW3gsaDKkd4e?915iv3YAylJsi 3x8 111 3-0-0 3-0-0 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud TCLL I Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.00 7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 1 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.01 4-7 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 SLIDER Left 2x6 SP No.2 2-6-0 REACTIONS. (lb/size) 1=106/Mechanical, 3=74/Mechanical, 4=31/Mechanical Max Horz 1=84(LC 12) Max Upliftl= 27(LC 12), 3=-91(LC 12), 4=-10(LC 12) Max Grav1=108(LC 17), 3=98(LC 17), 4=44(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 176/262 Scale = 1:14.9 PLATES GRIP MT20 244/190 Weight: 16 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft B=150ft; L=100ft; eave=l ift; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMIN7473 rev. 10102,2015 BEFORE USE. Design valid for use only with MITek9 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 buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 20005 Southern Star T11891110 74497 JC5 SPECIAL 1 1 Job Reference (optional) Chambers Trus&, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Aug 22 11:42:09 2017 Page 1 1 D:04141 DCB7QwRG?h?eJCrfKzY77F=wHLPbZRP138bZmxJuW3gsaFXkbxez915iv3YAyIJsi 1-3-13 i 4-7-10 6-0-0 1-3-13 3.3-13 1-4-6 Scale = 1:20.7 9 onY i i 3x6 II 1-0-0 1-0-0 -0-1 -3-1 4-7-10 3-3-13 6-0-0 1-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.00 8-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.01 8-9 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.13 Horz(TL) -0.01 5 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Wind(LL) 0.01 7 >999 240 Weight: 25lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings Mechanical except (jt=length) 9=0-7-10. (Ib) - Max Harz 9=173(LC 12) Max Uplift All uplift 100 lb or less at Joint(s) 4 except 5_ 290(LC 17), 6=-303(LC 12), 9=-171(LC 12) Max Grav All reactions 250 lb or less at joint(s) 4, 5 except 6=482(LC 17), 9=261(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-253/56 WEBS 3-6=-190/310, 2-9= 205/433 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=1001t; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 5=290 6=303, 9=171. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING -Verify desrga pammeters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10103,2016 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 buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star • T11691111 74497 JC7 SPECIAL 7 1 Job Reference (optional) `Chambers Truss,' Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Aug 22 11:42:10 2017 Page 1 ID:04141 DCB7QwRG?h?eJCrfKzY77F-S7rjcxa3AcB?DjL7tb11M47S98nbNQdSKMfc4cyiJsh 1-3-13 4-7-10 8-0-0 • 13-13 3-3-13 3-4.6 i 3X4 — 8 3x4 11 3x5 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.02 6 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -0.04 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) -0.04 '5 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.04 6 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 `Except' 3-7: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=89/Mechanical, 8=341/0-7-10, 5=148/Mechanical Max Horz8=232(LC 12) Max Uplift4=-100(LC 12), 8=-205(LC 12), 5= 104(LC 12) Max GraV4=112(LC 17), 8=341(LC 1), 5=183(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 7-8=-313/212, 5-6=-557/377 WEBS 2-8= 253/436, 3-5=-406/600 Scale = 1:25.4 PLATES GRIP MT20 244/190 Weight: 34 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 9-10-10 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=15011t; L=100ft eave=l ift; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 4 except Qt=ib) 8=205 , 5=104. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev iaV"015 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage- delivery, erection and bracing of trusses and Truss systems, seeANSI/TPIi Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria VA 22314. Job Truss Truss Type Qty Ply 20005 Southern Star T11891112 74497 JE MONO TRUSS 2 1 Job Reference o tional CMrnbers Truss, • Fort Pierce, FL 7.640 s AUg 16 2017 MI I eK industries, Inc. I ue Aug 22 11:4'2n u zul t rage 1 I D:04141 DC67QwRG?h?eJCrfKzY77F-S7rjcxa3AcB?DjL7tb1 IM47Ne8rcNNdSKMfc4cylJsh 1-3-13 i 6-9-0 1-3-13 5-5-3 6-9-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.03 4-5 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.07 4-5 >857 240 BCLL 0.0 * Rep Stress Incr YES WB 0.37 HOrz(TL) -0.02 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.04 4-5 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=119/Mechanical, 4=48/Mechanical, 5=322/0-7-10 Max Horz 5=168(LC 12) Max Uplift3=-135(LC 12), 5= 222(LC 12) Max Grav3=148(LC 17), 4=87(LC 3), 5=322(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 674/150 BOT CHORD 1-5=-114/474 WEBS 2-5=-354/1244 Scale = 1:20.1 PLATES GRIP MT20 244/190 Weight: 22 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=l ift Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except (jt=lb) 3=135, 5=222. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M167473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek0 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. &acing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing M iTe k* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criterla, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star ` T11891113 74497 JE3 MONO TRUSS 4 1 Job Reference (optional) fhambers Truss, ' Fort Pierce, FL 7.640 s Aug 16 2017 MUek Industries, Inc. Tue Aug 22 11:42:11 2017 Page 1 1D:04141 DC67QwRG?h?eJCrfKzY77F-wJP5gHbhxvJsgtvJRIYXvHfeFXKc6uLbZ00Ac2ylJsg 1-3-13 1-9-7 Scale = 1:12.5 2x3 11 5 i 1-0-0 1-0-0 3-1-4 2-1-4 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(TL) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:11 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=30/Mechanical, 4=5/Mechanical, 5=184/0-7-10 Max Horz 5=88(LC 12) Max Uplift3_ 42(LC 12), 5=-155(LC 12) Max Grav3=46(LC 17), 4=21(LC 3), 5=184(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-120/284 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100fh eave=lift; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 5=155. 6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute. 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 20005 Southern Star T11891114 74497 JF MONO TRUSS 1 1 Job Reference (optional) ,chambers Truss,- Fort Pierce, FL 7.640 s Aug 16 2017 M7ek Industries, Inc. Tue Aug 22 11:42:11 2017 Page 1 ID:04141 DCB7QwRG?h?eJCrfKzY77F-wJP5gHbhxvJsgtvJRIYXvHfUKXFx6oDbZ00Ac2yIJsg 1-3-13 7-8-13 • 1-3-13 6-5-0 Scale = 1:25.5 dxa � 5 3x10 II 1-0-0 0-3-1 6-5-0 Plate Offsets (X Y)-- f 1-0-1-4 Edge) f5.0-3-0 0-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.04 4-5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.11 4-5 >655 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 Horz(TL) -0.04 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.07 4-5 >999 240 Weight: 25lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-6 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=140/Mechanical, 4=58/Mechanical, 5=364/0-7-10 Max Horz5=223(LC 12) Max Up1ift3=-168(LC 12), 5=-232(LC 12) Max Grav3=181(LC 17), 4=104(LC 3), 5=364(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 960/222 BOT CHORD 1-5— 146/614 WEBS 2-5=-495/1600 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.0psf; h=24fh B=150ft; L=100ft; eave=lift; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joints) except Qt=lb) 3=168, 5=232. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED WEK REFERANCE PAGE M11-7473 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 properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star T11891115 74497 JG MONO TRUSS 1 1 Job Reference (optional) 6hambers Truss, • Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Aug 22 11:42:12 2017 Page 1 I D:04141 DCB7QwRG?h?eJCrfKzY77F-OVzTl dcKiD RjSt U W_04m RVChNxearJNlog8j8UyIJsf 3-6-0 3-2-1 3xio I[ 2x3 11 6x8 = LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.00 5 6 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(TL) 0.01 5 6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) -0.01 1 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.01 6-9 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 SLIDER Left 2x8 SP 240OF 2.0E 2-6-0 REACTIONS. (lb/size) 1=237/0-6-14, 4=65/Mechanical, 5=177/Mechanical Max Horz 1=192(LC 12) Max Upliftl=-79(LC 12), 4=-75(LC 12), 5=-139(LC 12) Max Gravl=248(LC 17), 4=83(LC 17), 5=217(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-220/447 BOT CHORD 1-6=-595/244, 5-6=-595/244 WEBS 3-5=-312/762 Scale = 1:24.5 PLATES GRIP MT20 244/190 Weight: 37 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-11-2 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24fh B=150ft; L=100ft; eave=liit; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except (jt=lb) 5=139. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE 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 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 iTe k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI l Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star ` T11891116 74497 JK MONO TRUSS 2 1 Job Reference (optional) 'Chambers Truss Fort Pierce, FL 7.640 s Aug 16 2017 MTek Industries, Inc. Tue Aug 22 11:42:12 2017 Page 1 I D:04141 DCB7QwRG?h?eJCrfKzY77F-OVzT 1 dcKiDRjS 1 U W_04mRVCoaxg2rLPlog8j8UyIJsf 1-3-13 i 3-5-13 1-3-13 2-2-0 Scale= 1:13.5 2x3 11 5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(fL) -0.00 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 12lb F1'=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-5-13 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=41/Mechanical, 4=12/Mechanical, 5=194/0-7-10 Max Horz 5=99(LC 12) Max Uplift3= 54(LC 12), 5=-157(LC 12) Max Grav3=59(LC 17), 4=29(LC 3), 5=194(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when .shown. WEBS 2-5=-139/324 NOTES- 1) Wind: ASCE 7-10; VUIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150I11; L=100ft; eave=liit; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Ot=lb) 5=157. 6) "Semi -rigid pltchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII--7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MITekO connectors. ]his 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 MOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-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 33610 Job Truss Truss Type Qty Ply 20005 Southern Star T11891117 74497 JL MONO TRUSS 4 1 Job Reference (optional) Chambers Truss,- Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Aug 22 11:42:13 2017 Pagel ID:04141 DCB7QwRG?h?eJCrfKzY77F-siXsFzcyTXZa4A3iYjb?_ilyRL09aoNuOKtGhxylJse 1-3-13 3-11-6 1-3-13 2-7-9 a:3 11 5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 4-5 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.00 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) -0.00 4-5 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=53/Mechanical, 4=19/Mechanical, 5=210/0-7-10 Max Horz5=98(LC 12) Max Uplift3= 63(LC 12), 5=-169(LC 12) Max Grav3=70(LC 17), 4=39(LC 3), 5=21 O(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-5=-164/384 Scale = 1:13.4 PLATES GRIP MT20 244/190 Weight: 13 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-6 or, purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft L=100ft eave=11fh Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber OOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 5=169. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED M17EK REFERANCE PAGE MII-7473 rev. 10/0311015 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 stabfiity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricaflon, storage, delivery, erection and bracing of Trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star T11891118 74497 K HIP 2 1 Job Reference (optional) Ghambers Truss, . Fort Pierce, FL 7.640 s Aug 16 2017 Mi rek Industries, Inc. Tue Aug 22 11:42:14 2017 Page 1 I D:04141 DCB7QwFIG?h?eJCrfKzY77F-Lu5ESIdaEghRhKeu6R6EXwH5ilHJJ5J 1 F_dgDNyiJsd 1-3-13 5-10-9 10-0-0 15.9-10 21-7-4 25-8-11 30-37 31-7-4 1-313 4-6-12 4-1-7 5-9-10 5-9-10 4-1-7 4-6-12 1-313 4x8 = 21 2x3 11 4x8 = 6 22 Scale = 1:54.9 3x4 = 3x4 = 5x8 = 3x4 = 3x4 = 1.3-13 31-7-4 i i-D 10-0-0 15-9-10 21.7-4 30.3-7 30-7r4 i 1-0-0 8-8-3 5-9-10 5-9-10 8-8-3 0- 3 0-3.13 1-0-0 Plate Offsets (Y Y)-- f2:0-7-9 0-3-01 f4:0-5-4 0-2-0) j6:0-5-4,G-2-01 f8:0-7-9,0-3-01,f12:0-4-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.10 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.26 10-11 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.71 Horz(TL) 0.06 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.10 12 >999 240 Weight: 172lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-2 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-8-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 14=116910-7-10, 10=1169/0-7-10 Max Harz 14= 240(LC 10) Max Upliftl4= 765(LC 12), 10= 707(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2— 417/21, 2-3=-443/285, 3-21= 1515/1466, 4-21= 1412/1468, 4-5=-1567/1645, 5-6=-1567/1645, 6-22=-1412/1468, 7-22=-1515/1466, 7-8=-453/28518-9=-417/48 BOT CHORD 1-14=-89/336, 13-14=-1190/1455, 12-13=-965/1326, 11-12=-960/1312, 10-11=-1185/1361, 9-10=-89/336 WEBS 2-14=-286/555, 3-14=-1254/1311, 3-13=-163/274, 4-13=-99/289, 4-12=-345/420, 5-12=-359/467, 6-12= 345/420, 6-11=-99/289, 7-1 1=-1 65/274, 7-10=-1254/1311, 8-10= 286/555 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft eave=lift; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 10-0-0, Exterior(2) 10-0-0 to 21-7-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 tit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 14=765, 10=707. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1rEKREFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 7 Design valid for use only with MITekB 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 MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star ' T11891119 74497 K1 HIP 2 1 Job Reference (--I --- 1 • Chambers Truso, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Aug 22 11:42:14 2017 Page 1 ID:04141 DCB7QwRG?h?eJCrfKzY77F-Lu5ESIdaEghRhKeu6R6EXwH3flJBJBb1 F_dgDNylJsd �1-313 69-5 12-0-0 19-7-4 24-9-15 30-3-7 1.3-13 5-5-B 5-2-11 7-7-4 5-2-11 5-5-8 1-3-13 Scale = 1:55.2 4x8 = 4x6 = 15 14 13 11 10 9 3X4 — 4x4 = 3x4 = 3x6 = 3x8 = 4x4 = 3x6 II 3x4 = 3x6 11 1-3-13 31-7-4 1-0-0 6-9-5 12-0-0 19-7-4 24-9-15 303-7 3¢7r4 , 1-0-0 5-5-8 5-2-11 7.7-4 5-2-it S.S. 0- • 3 0-3-13 1.0-0 Plate Offsets (X,Y)-- r4:0-5-4 0-2-0) r5:0-3-8 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.07 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.21 11-13 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.56 Horz(TL) 0.04 9 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix-M) Wind(LL) 0.08 11 >999 240 Weight: 173 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-1 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-9-6 oc bracing. WEBS 2x4SPNo.3 WEBS 1 Row atmidpt 4-11 REACTIONS. (lb/size) 15=1169/0-7-10, 9=1169/0-7-10 Max Horz 15=-288(LC 10) Max Upliftl5— 765(LC 12), 9=-707(LC 12) Max Grav15=1173(LC 17), 9=1169(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 253/119, 2-3= 1652/1490, 3-22= 1421/1378, 4-22=-1354/1387, 4-5=-1222/1345, 5-23=-1329/1388, 6-23=-1422/1378, 6-7= 1641/1491, 7-8=-274/120 BOT CHORD 1-15=-192/264, 14-15=-213/479, 13-14=-1179/1604, 13-24=-855/1340, 12-24=-855/1340, 11-12= 855/1340, 10-11=-1149/1406, 9-1 0=-1 85/298, 8-9=-185/298 WEBS 2-15=-1086/1228, 2-14=-980/1157, 3-13=-324/389, 4-13=-174/388, 5-11=-190/355, - 6-11 =-335/389, 7-10— 977/1156, 7-9=-1066/1227 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft eave=lift; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 12-0-0, Exterior(2) 12-0-0 to 19-7-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members, with BCDL = 10.Opst. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 15=765, 9=707. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITek6 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 NOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery• erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 20005 Southern Star T11891120 74497 K2 HIP 2 1 Job Reference (optional) Chambers Truss, • Fort Pierce, FL 7.640 S Aug 16 2017 MI I sk industries, Inc. I ue Aug 22 11 A2:15 2017 rage 1 1 D:04141 DCB7QwRG?h?eJCrfKzY77F-p4ecgeeC?BpIJU D4g8dT37q E69dx2bfB UeMNIpylJsc 7-1-5 14-0-0 17-7-4 24-5-15 29-6-8 • 7-1-5 6-10-11 3-7-4 6-10-11 4x8 = 4x6 = Scale = 1:52.6 12 11 9 6 7 3x6 I1 3x4 = 3x6 = 3x8 = 4x4 = 3x6 11 3x4 = 6-9-8 71 5 14-M 17-7-4 24-5-15 29-6-8 6-9-8 0- - 3 6-10-11 3-7-4 6-10-11 5-0-9 Plate Offsets (X Y)-- 13:0-5-4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.05 8-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.15 8-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.01 7 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) -0.06 11-12 >999 240 Weight: 165lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 2-11 REACTIONS. (lb/size) 12=1444/0-7-10, 7=732/0-6-14 Max Horz 12= 313(LC 10) Max Upliftl2= 1233(LC 12), 7= 387(LC 12) Max Grav 12=1 444(LC 1), 7=776(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2— 1184/612, 2-16=-557/288, 3-16=-480/311, 3-4=-559/557, 4-17=567/514, 5-17= 677/501, 5-6=-1009/746, 6-7=-735/588 BOT CHORD 1-12=-465/1193, 11-12=-507/1152, 10-11=-110/491, 9-10=-110/491, 8-9= 580/854 WEBS 2-12=-1272/1735, 2-11=-1088/946, 3-11= 346/594, 3-9=-505/406, 5-9= 472/588, 6-8=-540/818 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extehor(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 14-0-0, Extehor(2) 14-0-0 to 17-7-4 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 1b uplift at joint(s) except (jt=lb) 12=1233, 7=387. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. Q WARNING - VerW desfgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI17473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek6 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, seeANSI/TPI1 Quality Criteria. DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star • T11891121 74497 K3 COMMON 6 1 Job Reference (optional) Chambers Truss, • Fort Pierce, FL 7.640 S AUg 16 2017 MI I eK industries, inc. I ue AUg'L'L i i AL:16 zui / Page! ID:04141 DCB7QwRG?h?eJCrfKzY77F-HHC_t_fgmSx9xeoHDs8icLNOKYztnzEKil6xlGyIJsb 7-1-5 10-6-10 15-9-10 22-11-4 29-6-8 • 7-1-5 3-5-5 5-3-0 7-1-10 6-7-4 4x5 = 6.00 12 Scale = 1:54.3 11 '- -- 10 9 8 3X4 = 6x8 SX10 = 4x4 = 3x6 I LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.55 BC 0.41 WB 0.87 (Matrix-M) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/dell Ud -0.09 10-11 >999 360 -0.19 10-11 >999 240 0.01 8 n/a rVa -0.09 10-11 >999 240 PLATES GRIP MT20 244/190 Weight: 158 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except . BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-10 REACTIONS. (lb/size) 11=1445/0-7-10, 8=730/0-6-14 Max Horz 11= 356(LC 10) Max Upliftl 1 =-1 235(LC 12), 8=-385(LC 12) Max Grav 11 =1 445(LC 1), 8=780(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-1 5=-1 237/558, 2-15— 1215/640, 2-3= 940/513, 3-16=-934/544, 4-16=-928/588, 4-5=-570/448, 5-17— 514/463, 6-17=-591/439, 6-18=-884/746, 7-18=-999/732, 7-8=-718/615 BOT CHORD 1 - 11 =-499/1249, 11-19=-116/465, 19-20= 116/465, 10-20— 116/465, 9-10=-535/819 WEBS 2-11= 367/610, 4-11 =-1 137/1317, 4-10=-495/461, 6-10=-587/673, 7-9=-413/705 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150fh L=1001h eave=l ift; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interlor(1) 9-7-3 to 15-9-10, Exterior(2) 15-9-10 to 25-4-13 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=1235, 8=385. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE 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 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 11'' MiTe R• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star • T71891122 74497 K4 SPECIAL 2 1 Job Reference (optional) • Chambers Trussl Fort Pierce, FL 7.640 s Aug 16 2017 Mi rek Industries, Inc. Tue Aug 22 11:42:16 2017 Page 1 I D:04141 DCB7QwRG?h?eJCrfKzY77F-H HC_t_fgmSx9xeoH DsBicLNQ_YzCnxHKil6xIGylJsb i 7-1-5 10�-10 15-9-10 22-11-4 i 28-1-7 31-3-15 33-9-12 7-1-5 3-5-5 5-3-0 7-1-10 5-2-3 3-2-8 ' 2-5-13 ' 4x6 = 6.00 12 Scale = 1:61.3 6x8 = 3x6 = 3x8 = 3x4 = 2x3 11 3x4 = 3x8 II 3x5 = 3x6 = 33-9-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) . -0.11 15-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.24 15-17 >999 240 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.04 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.1112-13 >999 240 Weight: 185lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-10 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-15 SLIDER Right 2x8 SP 240OF 2.0E 2-6-0 REACTIONS. (lb/size) '10=919/0-7-10, 17=1583/0-7-10 Max Harz 17— 368(LC 10) Max Up11ftl0=-507(LC 12), 17=-1311(LC 12) Max Grav 1 0=952(LC 18), 17=1583(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-27=-1198/561, 2-27= 1176/643, 2-3=-902/515, 3-28= 896/545, 4-28=-891/589, 4-5=-748/512, 5-6= 760/517, 6-29=-1445/1013, 7-29=-1526/1001, 7-8=-107ln92, B-9=-1254/895 BOT CHORD 1-17=-502/1216, 17-30= 78/473, 16-30= 78/473, 15-16=-78/473, 14-15=-735/1301, 13-14=-735/1301, 12-13= 1330/2134, 11-12= 1327/2140, 10-11=-653/991 WEBS 2-17= 366/607, 4-17= 1300/1407, 4-15=-548/555, 5-15=-65/340, 6-15=-977/940, 6-13= 203/460, 7-13= 881/676, 7-11 =-1 2691758, 8-11= 372/670 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL_4.2psf; BCDL=3.Opsf; h=24ft B=15oft; L=100ft; eave=l ift; Cat. 11; Exp C; Enci., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Intedor(1) 9-7-3 to 15-9-10, Exterior(2) 15-9-10 to 25-4-13, Intedor(1) 28-1-7 to 31-3-15 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 10=507, 17=1311. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev, 1010312015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate This design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricallon, storage, delivery, erection and bracing of Trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star � T71891123 74497 K5 SPECIAL 4 7 Job Reference (optional) • Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MTek Industries, Inc. Tue Aug 22 11:42:17 2017 Page 1 1 D:04141 DCB7QwRG?h?eJCrfKzY77F-ITmM4KfSX13OYoNTnZfxBYvcfyHm WQ2UxyrUgiylJsa 7-1-5 10-6-10 15-9-10 21-0-10 26-1-7 28-3-15 33-5-15 34.9-12, 7.1-5 35-5 5-3-0 53.0 5-0-13 3-2.8 41-0 134 4x4 = 6.00 12 Scale = 1:62.7 17 '� 15 -- 13 12 11 6x8 = 3x6 = 3x8 — 3x6 = 3x8 = 4x4 — 3x4 = 3x4 = 3x6 11 34-9-12 6-9-6 7 1 5 15-9-10 26-1-7 29.395 33-5-16 33 12 6-&8 0- - 3 8-8-5 10-3-13 3-2-e 4-2-0 0- - 3 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.21 13-15 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(TL) -0.56 13-15 >565 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(TL) 0.03 11 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Wind(LL) 0.12 13-15 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 PLATES GRIP MT20 244/190 Weight: 186 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row atmidpt 4-17 REACTIONS. (lb/size) 17=1579/0-7-10, 11=998/0-7-10 Max Harz 17=379(LC 11) Max Uplift17= 1308(LC 12), 11= 554(LC 12) Max Gravl7=1579(LC 1), 11=1045(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-24=-1189/569, 2-24=-1167/651, 2-3=-897/522, 3-25=-891/553, 4-25=-885/597, 4-5=-807/518, 5-6=-793/549, 6-26=-2136/1476, 7-26=-2166/1459, 7-8=-1833/1185, 8-9=-1356/917 BOT CHORD 1-17=-509/1208, 17-27— 93/508, 16-27=-93/508, 15-16=-93/508, 15-28= 451/1069, 28-29= 451/1069, 14-29=-451/1069, 13-14=-451/1069, 12-13=-647/1120 WEBS 2-17= 367/597, 4-17=-1314/1414, 4-15=-526/575, 5-15=142/435, 6-15=-788/829, 6-13= 782/1122, 7-13— 1150/892, 8-13=-425/890, 9-12=-657/1020, 9-11=-956/917 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=11ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 15-9-10, Exterior(2) 15-9-10 to 25-4-13, Interior(1) 26-1-7 to 29-3-15 zone;. cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 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 Qt=lb) 17=1308, 11=554, 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE Mll-7473 rev. 10/0320f5 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the bdlding 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 fabricafion, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star • T11891124 74497 KJ4 MONO TRUSS 4 1 Job Reference (optional) chambers Truss, • Fort Pierce, FL 7.640 s Aug 16 2017 MlTek Industries, Inc. Tue Aug 22 11:42:18 2017 Page 1 ID:04141 DCB7QwRG?h?eJCrfKzY77F-DfKilgg413CtAyyfLHAAhmSsYMkBF4WdAcblM8ylJsZ 4-7-15 1-6-2 3-1-13 Scale = 1:14.7 5 2x3 11 1-1-10 3-6-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 15 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-15 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=12/Mechanical, 4=-0/Mechanical, 5=226/0-8-15 Max Harz 5=114(LC 8) Max Upllft3=-43(LC 5), 4= 6(LC 7), 5=-189(LC 8) Max Grav3=14(1-0 13), 4=8(LC 3), 5=226(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=15011; L=100ft; eave=lift Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 5=189. 6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 45 lb down and 113 lb up at 3-11-8 on top chord, and 51 lb up at 3-11-8 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3=-54, 4-6=-20 Concentrated Loads (lb) Vert: 9=68(F) 10=29(F) Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE 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 veilfy 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 aril/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Jab Truss Truss Type Qty Ply 20005 Southern star • T11891125 74497 KJ7 MONO TRUSS 6 1 Job Reference (optional) chambers Truss, • Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. 1 ue Aug 22 11:42:18 2017 rage 1 I D:04141 DCB7QwRG?h?eJCrfKzY77F-DfKIIgg413CtAyyfLHAAhmSpeMitF1 EdAcbl M8ylJsZ i 1-9-10 i 6-4-9 i 11-3-0 i � 4-6-15 4-10-7 Scale = 1:23.7 7 4X4 = 3X4 = 2X3 11 1-4-4 0-5-6 4-6-15 4-10-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.02 5-6 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(TL) -0.05 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.20 Horz(TL) -0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wlnd(LL) 0.01 6 >999 240 Weight: 52lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=124/Mechanical, 7=352/0-10-13, 5=223/Mechanical Max Horz7=232(LC 8) Max Uplift4=-146(LC 8), 7=-298(LC 8), 5= 158(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-380/333, 11-12=-328/298, 3-12=-339/245 BOT CHORD 6-16=-338/34115-16=-338/341 WEBS 2-7=-350/194, 2-6=-263/427, 3-5=-381/379 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24fh B=150ft; L=100fh eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=146, 7=29815=158. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 97 lb up at 2-11-0, 50 lb down and 97 lb up at 2-11-0, 2 lb down and 110 lb up at 5-8-15, 2 lb down and 110 lb up at 5-8-15, and 25 lb down and 159 lb up at 8-6-14, and 25 lb down and 159 lb up at 8-6-14 on top chord, and 50 lb up at 2-11-0, 50 lb up at 2-11-0, 22 lb up at 5-8-15, 22 lb up at 5-8-15, and 19 lb down and 17 lb up at 8-6-14, and 19 lb down and 17 lb up at 8-6-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 11=56(F=28, B=28) 12=44(F=22, B=22) 13=-49(F=-25, B=-25) 14=77(F=39, B=39) 15=18(F=9, B=9) 16— 26(F=-13, B=-13) 0 WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE 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 and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star • T11891126 74497 KJB MONO TRUSS � 2 1 Job Reference (optional) • Chambers Trussr Fort Pierce, FL 7.640 s Aug 16 2017 M7ek Industries, Inc. Tue Aug 22 11:42:19 2017 Page 1 I13:04141 DC87QwRG?h?eJCrfKzY77F-hru7VOhj3NKjo5Xsv_iPDz??zm45_WhmPGKbuaylJsY i 1-4-14 4-10-11 i 8-7-1_5 1-4-14 3-5-13 3-9-5 Scale = 1:25.2 2x3 11 1-0-11 1-4-i 4-10-11 1-0-11 -4- 3-5-13 V^ 8-7-15 3-9-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.00 6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.01 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 42 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=69/Mechanical, 7=295/0-8-5, 5=87/Mechanical Max Horz7=232(LC 8) Max Uplift4=-86(LC 8), 7=-203(LC 8), 5=-97(LC 8) Max Grav4=78(LC 13), 7=295(LC 1), 5=92(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft B=150ft L=100ft eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except Qt=lb) 7=203. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 36 lb down and 181 lb up at 5-4-0, and 35 lb down and 191 lb up at 5-6-11 on top chord, and 49 lb up at 5-4-0, and 49lb up at 5-6-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) 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 + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-8= 20 Concentrated Loads (lb) Vert: 11=131(F=65, B=66) 12=45(F=23, B=22) Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE MlIL7473 rev. 1010212015 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star — T11891127 74497 KJC7 SPECIAL 7 1 Job Reference (optional) Chambers Truss, . Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Aug 22 11:42:19 2017 Page I ID:04141 DCB7QwRG?h?eJCrfKzY77F-hru7VOhj3NKjo5Xsv_iPDz??amxi_PwmPGKbuaylJsY i 1-9-10 4-1.6 6-5-3 r 11-3-0 1-9-10 2-3-12 2-3-12 4-9-14 Scale = 1:23.7 10 4x8 = 3x4 II 2x3 11 1-44 1-9-1q 4-1-6 6-5-3 11.M 1-44 0-51 2-3-12 2-3.12 4-9-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) 0.13 6-7 >869 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.15 6-7 >720 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.49 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 56lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 -Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 4-8: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=109/Mechanical, 10=428/0-10-13, 6=394/Mechanical Max Harz 10=232(LC 8) Max Uplift5=-117(LC 8), 10=-373(LC 8), 6=-340(LC 8) Max Grav5=119(LC 13), 10=428(LC 1), 6=394(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-364/310, 3-14= 346/291, 3-15=-880/746, 4-15=-8571745 BOT CHORD 4-7=-299/345, 7-18=-974/988, 6-18=-967/979 WEBS 2-10= 410/289, 2-9= 366/497, 3-9= 318/297, 7-9=-386/338, 3-7=-507/542, 4-6=-1017/1005 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft eave=l lfh Cat. - 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 5=117, 10=373, 6=340. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 Ib down and 97 lb up at 2-11-0, 50 Ib down and 97 Ib up at 2-11-0, and 13 Ib down and 129 Ib up at 5-8-15, and 2 Ib down and 11 O ib up at 5-8-15 on top chord, and 50 lb up at 2-11-0, 50 lb up at 2-11-0, 3 lb down and 371b up at 5-8-15, 22 lb up at 5-8-15, and 122 lb down and 143 lb up at 8-6-14, and 155 lb down and 176 lb up at 8-6-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-54, 8-11=-20, 6-7= 20 Concentrated Loads (lb) Vert: 14=56(F=28, B=28) 15=24(F=2, B=22) 16=77(F=39, B=39) 17=6(F=-3, B=9) 18=-276(F=-155, B= 122) Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11--7473 rev. 101012015 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 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star T11891128 74497 KJE MONO TRUSS 2 1 Job Reference (optional) Ckambers Truss, . Fort Pierce, FL 7.640 s Aug 16 2017 MI fek industries, Inc. I ue Aug 22 11:42:20 2017 Page 1 ID:04141 DC87QwRG?h?eJCrfKzY77F-92SVjMiLggSaQF62ShDemBXB2AP4jyXwdw48R1ylJsX 3-5-13 _ 6-7-10 1-6-6 1-11-7 3-1-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.01 4-5 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0.02 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.09 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.01 4-5 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=86/Mechanical, 4=32/Mechanical, 5=262/0-9-1 Max Horz 5=161(LC 8) Max Uplift3= 110(LC 8), 5=-212(LC 8) Max Grav3=108(LC 13), 4=64(LC 3), 5=262(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-242/294 Scale = 1:19.5 PLATES GRIP MT20 244/190 Weight: 21 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. . II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=110, 5=212. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 46 lb down and 106 lb up at 3-9-13 on top chord, and 53 lb up at 3-9-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) 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 + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 4-6=-20 Concentrated Loads (lb) Vert: 9=69(B) 10=30(B) Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MrFEKREFERANCE PAGE 111II-7473 rev. 10/039015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star T11891129 74497 KJE5 MONO TRUSS 2 1 Job Reference (optional) Chambers Truss,• Fort Pierce, FL 7.640 s Aug 16 2017 M7ek Industries, Inc. Tue Aug 22 11:42:20 2017 Page 1 1 D:04141 DCB7QwRG?h?eJCrfKzY77F-92SVjMiLggSaQF62ShDemBXAUAPfjyLwdw48R1 y1JsX 1-6-6 3-6-10 7-1-5 1-6-6 2-2-5 3-4-11 Scale = 1:20.5 2x3 11 , 1-1-13 ,1-6-6, 1-1-13 4-2-2 2-7-12 7-1-5 2-11-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) -0.02 4-5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(TL) -0.04 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.10 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.01 4-5 >999 240 Weight: 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=100/Mechanical, 4=38/Mechanical, 5=277/0-9-1 Max Harz 5=173(LC 8) Max Uplift3=-124(LC 8), 5=-220(LC 8) Max Grav3=125(LC 13), 4=74(LC 3), 5=277(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-273/333 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=124, 5=220. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 46 lb down and 106 lb up at 3-9-13 on top chord, and 53 lb up at 3-9-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 4-6=-20 Concentrated Loads (lb) Vert: 9=69(8) 10=30(B) WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek0 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!Tek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the tabrlcatlom storage, dellvery, erection and bracing of trusses and truss systems, seeANSf/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Toss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star e T11891130 74497 KJF MONO TRUSS 1 1 Job Reference (optional) .Chambers Truss_ Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Aug 22 11 A2:21 2017 Page 1 I D:04141 DCB7QwRG?h?eJCrfKzY77F-eEOtwijza_aR1 Pg EOPktJ04H?ZlpSPE3saphzTylJs W 1-4-14 2-7-4 3-8-10 Scale= 1:23.5 _... 5 3x5 i I 1-0-11 i 1-0-11 7-8-12 6-8-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.03 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(TL) -0.04 4-5 >999 240 BCLL 0.0 " Rep Stresslncr NO WB 0.12 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directiyapplied or6-0-0 cc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=68/Mechanical, 4=29/Mechanical, 5=288/0-8-5 Max Horz 5=207(LC 8) Max Uplift3=-124(LC 8), 4=-3(LC 7), 5= 218(LC 8) Max Grav3=68(LC 1), 4=50(LC 3), 5=288(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-278/88 WEBS 2-5=-252/411 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150fh L=100fh eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 3=124 , 5=216. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 36 lb down and 181 lb Lip at 5-4-0, and 35 lb down and 191 lb up at 5-6-11 on top chord, and 49 lb up at 5-4-0, and 49 lb up at 5-6-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 4-6=-20 Concentrated Loads (lb) Vert: 9=131(F=66, B=65) 10=45(F=22, B=23) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with M1Tek0 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!Tek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabrlcatlom storage, delivery, erection and bracing of trusses and muss systems, seeANSI/1PI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star T11691131 74497 KJG MONO TRUSS 1 1 Job Reference (optional) Chambers Truss, • Fort Pierce, FL 7.640 s Aug 16 2017 MI I eK Industries, Inc. I ue Aug 22 11:42:21 201 / rage 1 I D:04141 DCB7QwRG?h?eJCrfKzY77F-eEOtwijza_aR1 Pg EOPktJO4GZZkiSQ83saphzTylJs W i 33-7 _ _ 6-6-14 3-3-7 3-3-7 Scale = 1:23.6 3X10 11 Plate Offsets (X,Y)-- f 1 :0-3-0 0-3-11 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.12 4-9 >634 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(TL) -0.08 4-9 >923 240 BCLL 0.0 ' Rep Stress Incr NO W B 0.00 Hor7.(TL) -0.06 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 28lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x8 SP 240OF 2.0E 2-6-0 REACTIONS. (lb/size) 1=205/0-7-8, 3=91/Mechanical, 4=54/Mechanical Max Harz 1=175(LC 8) Max Uplifts — 99(LC 8), 3=-155(LC 8), 4= 49(LC 8) Max Gravl =205(LC 1), 3=91(LC 1), 4=58(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 7-10; VUIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150fh L=100ft eave=s lit; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except Qt=lb) 3=155. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 22 lb down and 195 lb up at 4-2-2, and 22 lb down and 204 lb up at 4-4-14 on top chord, and 66 lb up at 4-2-2, and 67 lb up at 4-4-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 4-5=-20 Concentrated Loads (lb) Vert: 11=105(F=49, B=56) 12=21(F=9, B=12) Q WARNING - Vedfy design parameters and READ NOTES ON THIS AND I= uDED mrrEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MfekO 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!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply 20005 Southern Star + T11891132 74497 KJK MONO TRUSS 2 1 Job Reference (optional) Ghambers Truss, o Fort Pierce, FL 7.640 s Aug 16 2017 Mi rek Industries, Inc. Tue Aug 22 11:42:21 2017 Page 1 I D:04141 DC87QwRG?h?eJCrfKzY77F-eEOtwijza_aR 1 PgEOPktJO4LIZILSQi3saphzTylJs W i 1-9-10 4-10-6 _ 1-9-10 3-0-12 2x3 11 5 Scale = 1:13.3 1-4-4 1-4-4 4-10-6 3-6 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 4-5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) 0.01 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.03 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) -0.00 4-5 >999 240 Weight: 16lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=40/Mechanical, 4=-6/Mechanical, 5=183/0-10-13 Max Harz 5=99(LC 8) Max Uplift3=-38(LC 8), 4= 17(LC 16), 5= 195(LC 8) Max Grav3=40(LC 1), 4=18(LC 3), 5=183(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 5=195. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 97 lb up at 2-11-0, and 50 lb down and 97lb up at 2-11-0 on top chord, and 50 lb up at 2-11-0, and 50 lb up at 2-11-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) Ih the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 4-6=-20 Concentrated Loads (lb) Vert: 9=56(F=28, B=28) 10=77(F=39,,13=39) Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312. Alexandra VA 2231A. Job Truss Truss Type Qty Ply 20005 Southern Star T11891133 74497 KJL MONO TRUSS 4 1 Job Reference (optional) ,Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 M7ek Industries, Inc. Tue Aug 22 11:42:22 2017 Page 1 1 D:04141 DCB7QwRG?h?eJCrf KzY77F-6QZF82jbL1ilfZFRa6F6rccXmz6CBtmD5EZFVvyIJsV 1-6-2 3-1-13 1-6-2 1-7-11 2x3 11 5 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 TCDL 7.0 Lumber DOL 1.25 BC 0.03 BCLL 0.0 Rep Stress Incr NO WB 0.04 BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=20/Mechanical, 4=-3/Mechanical, 5=205/0-8-15 Max Horz 5=76(LC 8) Max Uplift3— 28(LC 8), 4= 3(LC 1), 5= 187(LC 8) Max Grav3=36(LC 13), 4=16(LC 10), 5=205(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale= 1:11.4 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.00 5 >999 240 MT20 244/190 Vert(TL) 0.00 5 >999 240 Horz(TL) -0.00 3 n/a n/a Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=1501t; L=100ft; eave=lift; Cat. It; Exp C; Encl., GCpl=0.18; MW FRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 5=187. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only 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 MiTe k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job russ Truss Type Qty Ply z000s Southern Star T11691134 74497 L SPECIAL 2 1 Job Reference (optional) . chambers I rues, Fort Fierce, FL i.bgV s Aug 1 b CV 1 i MI I SK Inouslrles, Inc. I ue Aug LL I I :44:ez ev 1 i rage I ID:04141 DCB7QwRG?h?eJCrfKzY77F-6QZF82jbLlilfZFRa6F6rccTjz4yBrRD5EZFVvylJsV 6-2-5 6-1-7 6-0-14 1-3-13 5-11.7 6-0 10-9.15 1 12-1-12 1-3-13 4-7.10 = 4-7-10 1-3-13 0-0-9 0.0-9 0-0-14 3 A 2x3 3x10 II 3xio II s•2-5 1-0-0 -3-1 5-11-7 6- 4 169-15 11.1-1 12-1-12 1-0-0 -3-1 4-7-10 1 4-7-10 0-3-1 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 TCDL 7.0 Lumber DOL 1.25 BC 0.18 BCLL 0.0 Rep Stress Incr YES WB 0.19 BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. Qb/size) 8=449/0-7-10, 6=449/0-7-10 Max Horz8=-145(LC 10) Max Uplift8=-532(LC 12), 6= 473(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-262/596, 2-3= 393/896, 3-4=-393/896, 4-5=-262/596 BOT CHORD 1-8=-604/294, 7-8=-604/294, 6-7=-604/294, 5-6=-604/294 WEBS 3-7=-427/174, 2-8=-399/633, 4-6=-399/633 Scale = 1:23.2 IT DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.04 7-8 >999 240 MT20 244/190 Vert(TL) -0.03 7-8 >999 240 Horz(TL) -0.01 6 n/a n/a Weight: 44 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 8-11-9 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft B=150ft; L=100fh eave=f lit; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=532, 6=473. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE 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 property Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Mexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star a T11891135 74497 L1 COMMON 4 1 Job Reference (optional) .Chambers Truss,, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Aug 22 11:42:23 2017 Page 1 I D:04141 DCB7QwRG?h?eJCrfKzY77F-ad7eLNkD6bg9HjgdBqmLOp9ckNKfwHTMJ ulol MyIJsU 3-8-9 6-0-14 10-9-15 _ _r 12-1-12 3-8-9 2.4.5 4-9-1 1-3-13 4x4 = " — 8 2x3 II 2x3 11 Scale = 1:23.0 Im 0 LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stresslncr YES Code FBC2014ITP12007 CSI. TC 0.41 BC 0.47 WB 0.20 (Matrix-M) DEFL. in Vert(LL) 0.11 Vert(TL) -0.07 Horz(TL) -0.00 (loc) I/dell Ud 6-7 >782 240 6-7 >999 240 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 46lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=562/0-7-10, 6=336/0-7-10 Max HorzS= 146(LC 10) Max Uplift8— 666(LC 12), 6=-339(LC 12) Max Grav8=562(LC 1), 6=347(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-100/273 WEBS 2-8=-304/680, 4-6=-365/461 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft B=150ft; L=100ft eave=l ift; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=666, 6=339, 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MrFEK REFERANCE PAGE Mll-7473 rev. 101032015 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 MiTe k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star T71891136 74497 M COMMON 1 1 Job Reference (optional) Chambers Truss, . Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Aug 22 11:42:24 2017 Page 1 I D:04141 DCB70wRG?h?eJCrfKzY77F-2ph0YjlrtvyOutPphXHawl ikyngMfaf W YY2MaoyIJsT 1.3-13 8-6-7 15-9-10 23-0-13 30.1-12 1.3-13 7-2-10 7-3-3 733 7-0-15 4x6 = 6.00 F12 Scale = 1:54.5 11 - 7 3x4 = 3x6 = 3x4 = 6x8 = 3x4 = 13-13 i 1-0-0 11-0-7 i 20-6-13 _ _ _�30-1-12 1-0-0 9-8-10 9-" 9-6-16 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.32 8-10 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(TL) -0.50 8-10 >694 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(TL) 0.06 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.10 8-10 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. ()b/size) 11=1159/0-7-10, 7=1061/0-7-10 Max Horz 11= 362(LC 10) Max Upliftl 1 =-759(LC 12), 7=-641(LC 12) Max Gravl l=1187(LC 17), 7=1114(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=523/165, 2-15=-685/604, 3-15=-558/618, 3-16= 1560/1417, 4-16=-1479/1442, 4-17=-1460/1470, 5-17=-1542/1445, 5-18=-293/423, 6-18=-371/408, 6-7=-331/422 BOT CHORD 1-11=-328/507, 10-11=-1165/1678, 10-19= 605/1087, 9-19=-605/1087, 9-20=-605/1087, 8-20= 605/1087, 7-8— 1139/1387 WEBS 2-11=-548/951, 3-11=-1074/1019, 3-10=-412/580, 4-10— 508/736, 4-8=-48B/705, 5-8=-376/564, 5-7=-1340/1143 PLATES GRIP MT20 244/190 Weight: 161 lb FT = 20 Structural wood sheathing directly applied or 5-6-1 oc purlins, except end verticals. Rigid ceiling directly applied or 6-9-11 oc bracing. 1 Row at midpt 3-11, 5-7 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Intedor(1) 9-7-3 to 15-9-10, Exterior(2) 15-9-10 to 25-4-13 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 11=759, 7=641. 6) "Seml-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE 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 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 stablllfy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the tabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218, N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star • T11891137 74497 M1 COMMON 7 1 Job Reference (optional) .Chambers Truss.. Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Aug 22 11:42:24 2017 Page 1 I13:04141 DCB7QwRG?h?eJCrfKzY77F-2phOYjlrtvyOutPphXHawlilQngRfaaWYY2MaoylJsT 1-3-13 8-6-7 15-9-10 23-0-13 29-9-15 31-7-4 1-3-13 7-2-10 7-" 7-3-3 6-9-2 1-9-5 4x6 = 6.00 F12 Scale = 1:55.3 12 8 3x4 = 3x4 = US = 3x4 = 6x8 = 3x4 = 1-3-13 31-7-4 i 1-0-01il 246-13 , 29-9-15 _ 30r1�1� 9-e•to 9-6-6 9-3-2 P �3 1-5-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.31 9-11 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.51 9-11 >675 240 BCLL 0.0 Rep Stress Incr YES W B 0.85 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code FBC2014/T-P12007 (Matrix-M) Wind(LL) 0.10 9-11 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 PLATES GRIP MT20 244/190 Weight: 166 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-7 oc puriins. BOT CHORD Rigid ceiling directly applied or 7-1-4 oc bracing. WEBS 1 Row atmidpt 3-12, 5-8 REACTIONS. (lb/size) 12=1152/0-7-10, 8=1187/0-7-10 Max Harz 12=379(LC 11) Max Upliftl2= 754(LC 12), 8= 718(LC 12) Max Grav 12=1181(LC 17), 8=1200(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-517/167, 2-19— 683/606, 3-19= 556/619, 3-20=-1549/1386, 4-20=-1468/1411, 4-21=-1427/1371, 5-21=-1508/1346, 5-22=-366/382, 6-22=-459/369, 6-7=-327/80 BOT CHORD 1-12= 329/505, 11-12=-1070/1681, 11-23=-508/1088, 10-23— 508/1088, 10-24=-508/1088, 9-24— 508/1088, 8-9=-1013/1330, 7-8= 110/307 WEBS 2-12= 550/951, 3-12=-1061/972, 3-11= 413/584, 4-11=-512/739, 4-9— 454/674, 5-9= 353/527, 5-8=-1225/1148, 6-8=-432/725 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.opsf; h=24ft; B=1501t; L=10011t; eave=lift; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 15-9-10, Exterior(2) 15-9-10 to 25-4-13 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 12=754, 8=718. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE 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 and/or chord members only. Additional temporary and permanent bracing MITek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312- Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star T11891138 74497 M2 COMMON 3 1 Job Reference (optional) Chambers Truss, , Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. I ue Aug 22 11:42:25 2017 Nage 1 ID:04141 DCB7QwRG?h?eJCrfKzY77F-W?FOm3mTeD4tW0_?FFopTEEw1B?HO1?fnCnv6EylJsS 1-3-13 6-6-7 15-9-10 23-0-13 30-1-12 1-3-13 7-2-10 7-3-3 T" 7-0-15 4x6 = 6.00 12 Scale = 1:54.5 7 I6 - 3x4 = 4x6 = 3x4 = 4x12 II 3x4 = 1-3-13 1-0-0 11-0-7 20-6-12 30-1.12 1.0, 1 9-8-10 9-6-5 9-7-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d TOLL 20-0 Plate Grip DOL 1.25 TO 0.57 Vert(LL) -0.34 8-10 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.59 8-10 >586 240 BCLL 0.0 ' Rep Stress (ncr YES WB 0.84 Horz(TL) 0.11 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.16 8-10 >999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SLIDER Right 2x8 SP 240OF 2.0E 2-6-0 REACTIONS. (lb/size) 7=1066/Mechanical, 11=1165/0-7-10 Max Harz 11= 364(LC 10) Max Upl(ft7=-644(LC 12), 11=-762(LC 12) Max Grav7=1120(LC 18), 11=1.192(LC 17) PLATES GRIP MT20 244/190 Weight: 156 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-8-13 oc bracing. WEBS 1 Row atmidpt 3-11 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 504/141, 2-19=-652/562, 3-19= 535/596, 3-20= 1569/1422, 4-20=-1489/1447, 4-21=-1447/1456, 5-21— 1522/1438, 5-22=-1565/1471, 6-22=-1653/1451, 6-7=-293/207 BOT CHORD 1 -11 =-308/485, 10-11=-1164/1685, 10-23=-608/1095, 9-23=-608/1095, 9-24=-608/1095, 8-24=-608/1095, 7-8= 1121 /1381 WEBS 2-11= 554/955, 3-11 =-1 107/1031, 3-10= 404/575, 4-10=-505/742, 4-8=-458/671, 5-8=-382/557 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 15-9-10, Exterior(2) 15-9-10 to 25-4-13 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) 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 01=1b) 7=644, 11=762. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED 611TEK REFERANCE PAGE M11--7473 rev. 10/0302015 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, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute- 218 N. Lee Street Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star T71891139 74497 M3 COMMON 4 1 Job Reference (optional) Chambers Truss, . FortPierce, FL t.ti4u s Aug 16 Zul r m I eK inauslrie5, Inc. 1 ue Aug 22 11 A2:26 26 i r rage i ID:04141 DCB7QwRG?h?eJCrfKzY77F-_CpmzPm6PWCk8AZCpyK2OSn4aaL17YQoOrXSehyIJsR 1-3-1338-6-7 15-9-10 23-2-5 30-1-12 1-.13 7-2-10 7-3-3 7-4-11 6-11-7 6.00 F12 a 0 4x6 = Scale = 1:54.5 7 I7 3x4 = 3x6 = 3x4 = 3x6 II 3x10 II 3x4 = 1-3 13 1-0-0 11-0.7 20.6-12 23-2-5 30-1-12 1-0-0 9-8-10 9.6-5 2-7-9 6-11-7 0-3-13 Plate Offsets (),Y)— (1:0-0-4 Edge1 (2:0-7-9 0-3-01 (3-0-4-0 Edge) (5:0-4-0 0-3-01 (7:0-7-12 0-0-61 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.25 9-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.44 9-11 >594 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.64 Horz(TL) -0.03 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.35 9-11 >742 240 Weight: 162lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-9-14 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-12, 4-11, 4-9 SLIDER Right 2x8 SP 240OF 2.0E 2-6-0 REACTIONS. (lb/size) 12=953/0-7-10, 8=881/0-7-10, 7=397/Mechanical Max Horz 12= 364(LC 10) Max Upliftl2=-1114(LC 12), 8=-943(LC 12), 7=-281(LC 12) Max Grav 1 2=953(LC 1), 8=881(LC 1), 7=485(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-467/97912-20=-580/1266, 3-20=-425/1279, 3-21 =-1 069/2186, 4-21 =-973/221 1, 4-22= 564/1383, 5-22=-644/1359, 5-23=-405/589, 6-23=-465/576, 6-7=-287/16 BOT CHORD 1-12=-923/446, 11-12=-1848/1037, 11-24=-815/584, 10-24=-815/584, 10-25=-815/584, 9-25=-815/584, 8-9=-383/388, 7-8=-362/382 WEBS 2-12=-654/611, 3-12=-710/1108, 3-11=-452/579, 4-11=-1428/590, 4-9= 275/280, 5-9= 872/474, 5-8= 835/1722 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=15oft; L=1001t; eave=lift Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 15-9-10, Exterior(2) 15-9-10 to 25-4-13 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load 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 tit between the bottom chord and any other members, with BCDL = I O.Opsf. 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) 12=1114, 8=943, 7=281. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERA NCE PAGE 11411-7473 rev, 1010312015 BEFORE USE " Design valid for use only with MITek0 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe k° prevent 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, socANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 2aoo5 Southern Star T11891140 74497 M4 MONO HIP - 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 M7ek Industries, Inc. Tue Aug 22 11:42:27 2017 Page 1 ID:04141 DCB7QwRG?h?eJCrfKzY77F-SON8BInkAgKbIK8ONfrlYfKFb_lvs_FyEVGOA7ylJsQ 1-313 9-4-5 16-1.8 23-2-5 30-1-12 1-3-73 8_" 6-9-3 7-0-13 6-11-7 4x8 = 2x3 11 6.00 12 5 18 6 19 3x4 = 13 12 10 "" 9 " 8 3x4 = 4X4 = 3X6 = 3x4 = 6X8 = 3X4 11 Scale = 1:59.2 3x6 I I 1-3-13 1-0-0 9d-5 i6-1-B 21-12 1-0-0 B-0-B 6-9-3 7 -0-0-13 13 6-6-11-7 2:3-13 Plate Offsets %Y)-- 11:0-0-8 Edgel f3:0-3-0 Edgel (5:0-5-12 0-2-01' LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.61 Vert(LL) 0.22 12-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(TL) -0.17 12-13 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.66 Horz(TL) -0.03 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 190lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-0-10 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 7-8, 4-10, 5-10, 5-9, 6-9, 7-9 REACTIONS. (lb/size) 8= 20/Mechanical, 13=825/0-7-10, 9=1415/0-7-10 Max Horz 13=478(LC 12) Max Uplift8= 20(LC 1), 13=-905(LC 12), 9= 1547(LC 12) Max Grav8=167(LC 18), 13=825(LC 1), 9=1415(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-346/694, 2-17=-987/1614, 3-17=-891/1640, 3-4=-793/1641, 4-5=-467/791, 5-18=-317/180, 6-18=-317/180, 6-19= 317/180, 7-19=-317/180 BOT CHORD 1-13=-747/415, 12-13= 1395/483, 11-12=-1926/797, 10-11=-1926l797, 10-20=-843/342, 9-20— 843/342 WEBS 2-13=-875/1100, 2-12=-533/383, 4-12=-516/281, 4-10=-561/1339, 5-1 0=-1 276/487, 5-9= 794/1766, 6-9— 446/589, 7-9= 292/499 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=10011; eave=l lft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-4-5, Interior(1) 9-4-5 to 16-1-8, Exterior(2) 16-1-8 to 30-0-0 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 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) 8 except at=lb) 13=905, 9=1547. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 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 fabrlcafion, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2181V. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Truss Truss Type City Ply �20005 southern Star T71891141 MS MONO HIP 1 1 Chambers Truss, Fort Pierce, FL, - 7.640 s Apr 22 2016 MiTek Industries, Inc. Tue Aug 22 ID:O4141 DCB7QwRG?h?eJCrfKzY77F-OEG?UXCYQnW9HuMuxVGCox33c8; • 1-3-13 6-8-6 13-3.15 18-1-8 23-2-5 30-1-- 1-0.9 6-7-10 4-9-9 s-0-13 6.11.7 cm 0 48 = 2x3 11 3x4 Scale=1:62.8 = 6.00 12 6 20 7 21 8 14 � " — 11 10 9 6x8 = 3x4 = 3x6 = 3x4 _ 6x8 = 3x4 II 3x4 = 1-3-13 9-2-6 18-1-8 23-23_ 30-1-12 1-0-07-10-8 B-11-3 5-0-13 6-11-7 0.3-13 Plate Offsets (X Y)— f4:0-3-0 Edqel f6:0-6-0 0-2-Oj f12-0-3-0 0-0-3j fl4:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.36 11-13 >724 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.39 11-13 >678 240 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) -0.03 9 n/a n1a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 202lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-8-15 oc bracing. WEBS 1 Row at midpt 8-9, 5-13, 5-11, 6-11, 6-10, 7-10, 8-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9= 61/Mechanical, 14=811/0-7-10, 10=1470/0-7-10 Max Harz 14=538(LC 12) Max Uplift 9=-61(LC 1), 14=-858(LC 12), 10=-1660(LC 12) Max Grav 9=186(LC 12), 14=811(LC 1), 10=1484(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2— 258/478, 2-18=-320/649, 3-18=-227/660, 3-19=-881/1613, 4-19=-816/1614, 4-5=-801/1627, 5-6— 281/456, 6-20= 380/199, 7-20= 380/199, 7-21=-380/199, 8-21=-380/199, 8-9=-311/144 BOT CHORD 1-14= 420/234, 13-14= 2067/855, 13-22= 1193/493, 12-22=-1193/493, 12-23= 1193/493, 23-26=-1193/493, 11-26=-1193/493, 11-24— 504/209, 10-24= 504/209 WEBS 2-14— 414/367, 3-14=-759/1110, 3-13=-327/443, 5-13=-1170/453, 5-11=-544/1203, 6-11=-1547/665, 6-10=-829/1821, 7-10=-391/521, 8-10=-345/646 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, interior(1) 9-7-3 to 18-1-8, Exterior(2) 18-1-8 to 30-0-0 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 lb uplift at joint 9, 858 lb uplift at joint 14 and 1660 lb uplift at joint 10. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 11411-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobricatlom storage. delivery. erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information avallable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria VA 22314. Tampa, FL 33610 Jab Truss Truss Type Qty Ply 20005 Southern Star ' T11891142 74497 M6 MONO HIP 1 1 Job Reference (optional) Chambers Trusg, Fort Pierce, FL 7.640 s Aug 16 2017 Weir Industries, Inc. Tue Aug 22 11:42:28 2017 Page 1 ID:04141 DCB7QwRG?h?eJCrfKzY77F-waxXO5oMx8SSNUiawNMX5tsSsOlzbOn5T90ZZylJsP 1-3-1313-3-15 20-1.8 23-2-5 30-1-12 7-3-13 5.4-9 6-7-9 6-9-9 3.0-13 6-11-7 4x10 = Scale = 1:65.3 2x3 3x4 = 6.00 FIT 6 7 19 14 ,o — " ` 11 10 9 6x8 = 3x4 = 3x6 = 3x4 = 6x8 = 3x4 11 3x4 = 1-3-13 iI-" 10-8-10 20-1-8 _i_ _ 232-5 i 30.1-12 1-0-0 9-4-14 9-4-14 3-0d3 6•11-7 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.40 11-13 >662 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.42 11-13 >620 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(TL) -0.03 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 211 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-8-9 oc bracing. WEBS 1 Row at midpt 8-9, 5-13, 5-11, 6-11, 6-10, 7-10, 8-10 REACTIONS. (lb/size) 9=-58/Mechanical, 14=812/0-7-10, 1 0=1 466/0-7-10 Max Harz 14=597(LC 12) Max Uplift9=-58(LC 1), 14=-840(LC 12), 10=-1654(LC 12) MaxGrav9=170(LC 11), 14=812(LC 1), 10=1466(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-375/676, 2-3=-369/811, 3-18= 797/1348, 4-18=-723/1348, 4-5— 665/1362, 6-7=-315/179, 7-19=-315/179, 8-19= 315/179, 8-9= 268/133 BOT CHORD 1-14=-554/294, 13-14=-1987/833, 13-20=-1276/510, 12-20=-1276/510, 12-21= 1276/510, 11-21=-1276/510 WEBS 2-14=-458/256, 3-14=-664/809, 3-13=-329/493, 5-13=-1109/462, 5-11=-653/1470, 6-11= 1601/609, 6-10= 783/1920, 7-10= 359/460, 8-10=-333/575 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft eave=l i ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 20-1-8, Exterior(2) 20-1-8 to 30-0-0 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 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) 9 except Qt=lb) 14=840, 10=1654. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10103/2015 BEFORE USE. " Design valid for use only with MITek0 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 M!Tek' Is always required for stability and to prevent collapse with posslble personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, weANSI/TPI1 Qualify Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Jab Truss Truss Type Qty Ply 20005 Southern Star T11891143 74497 M7 MONO HIP 2 1 Job Reference (optional) Chambers Truss, . Fort Pierce, FL 7.640 s Aug 16 2017 MI I ek Industries, Inc. I us Aug 22 11:42:29 2017 rage 1 ID:04141 DCB7QwRG?h?eJCrfKzY77F-PnVvcRp_iRaJ?elnU4tmd4PYSoLCKrBFipl7F?ylJsO 1.3-13 8-2-9 15-2-9 22-1-8 27-7.10 33-1-12 -313 6-t0.12 7-0-0 6-10-15 4x6 = 3x4 = 3x5 = Scale = 1:73.7 6.00 12 6 2021 7 8 14 1u GG Gu IG 11 — 10 9 5x8 = 3x8 = 3x5 = 3x6 II 3x4 = 3x6 = 1-3-13 1-0-0 12-0-7 22-1-8 27-7.10 31-1-12 -0-0 10-8-10 10-1-1 5-6-2 "A 3 Plate Offsets (X,Y)-- f2:0-7-13 0-3-81 f4:0-3-0 Edge1 f13:0-4-0 0-3-41 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.34 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.65 11-13 >587 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(TL) 0.05 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.1311-13 >999 240 Weight: 234lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-1-7 oc puriins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-4-7 oc bracing. WEBS 1 Row at midpt 3-14, 5-11, 7-11, 7-10, 8-10 2 Rows at 1/3 pis 8-9 REACTIONS. (lb/size) 9=1172/0-7-10, 14=1270/0-7-10 Max Horz 14=656(LC 12) Max Uplift9= 823(LC 12), 14= 712(LC 12) Max Grav9=1 451 (LC 17), 14=1438(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 597/76, 2-3=-777/500, 3-18=-1973/1208, 18-19= 1964/1211, 4-19= 1906/1221, 4-5=-1847/1235, 5-6=-1134/805, 6-20=-977/838, 20-21=-977/838, 7-21=-977/838, 7-8=-599/517, 8-9= 1334/1223 BOT CHORD 1-14=-230/586, 13-14= 1861/2035, 13-22= 1451/1584, 22-23=-1451/1584, 12-23=-1451/1584,11-12= 1451/1584,11-24=-517/599,10-24=-517/599 WEBS 2-14=-558/890, 3-14=-1428/989, 3-13=-321/520, 5-13=-335/593, 5-11=-898/903, 7-11=-739/870, 7-10=-1050/1097, 8-1 0=-1 181/1367 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 22-1-8, Exterior(2) 22-1-8 to 33-0-0 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi 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 = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except (it=lb) 9=823, 14=712. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verl/y design parameters and READ NOTES ON THIS AND INCLUDED MITERREFERANCE PAGE Mll-7473 rev. 10703/2015 BEFORE USE. Design valid for use only with MITek6 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, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 3M Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star , T11891144 74497 Ms MONO HIP 9 1 Job Reference (optional) Chambers Truss, . Fort Pierce, FL 7.640 s Aug to zo17 MITex industries, Inc. t ue Aug 22 n:42:30 zur r rage i I D:04141 DCB7QwRG?h?eJCrfKzY77F-tz2HpngcTliAcosz2oO?AlykNChV31 W OwTVgnSyIJsN 1-313 &2.9 152-9 22-0-1 27-6-14 33-1-12 -3-13 6-10-12 7.0-0 6-9-856-14 -6-14 4x6 = 3X4 = 6.00 12 6 2021 7 3x5 = Scale = 1:73.4 14 1. « I< 11 — 10 9 5x8 = 3x8 = 3x5 = 3x6 II 3x4 = 3x6 = 1-3-13 1-0-012-0-7 22-0-1 27.E-14 2 1-12 t-" 1D-8-10 9-11-9 5.6-14 5.6-14 0-3-13 Plate Offsets (),Y)-- f2:0-7-13 0-3-81 (4.0-3-0 Edgel (13:0-4-0 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.33 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.6211-13 >612 240 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.05 9 n/a n/a BCDL 10.0 Code FBC2014/7P12007 (Matrix-M) Wind(LL) 0.1211-13 >999 240 Weight: 233lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-1-7 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-4-7 oc bracing. WEBS 1 Row at micipt 3-14, 5-11, 7-11, 7-10, 8-10 2 Rows at 1/3 pis 8-9 REACTIONS. (lb/size) 9=1172/0-7-10, 14=1270/0-7-10 Max Harz 14=652(LC 12) Max Uplift9=-821(LC 12), 14=-713(LC 12) Max Grav9=1449(LC 17), 14=1437(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 599/77, 2-3=-778/500, 3-18=-1971/1214, 18-19= 1964/1217, 4-19=-1904/1227, 4-5=-1845/1241, 5-6= 1143/816, 6-20=-985/846, 20-21=-985/846, 7-21=-985/846, 7-8=-607/524, 8-9=-1332/1221 BOT CHORD 1-14=-230/587, 13-14=-1864/2033, 13-22= 1449/1581, 22-23=-1449/1581, 12-23— 1449/1581, 11-12=-1449/1581, 11-24= 524/607, 10-24=-524/607 WEBS 2-14=-554/889, 3-14=-1425/996, 3-13=-323/521, 5-13=-336/591, 5-11=-890/897, 7-11— 731/858, 7-10=-1042/1094, 8-10_ 1181/1368 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 22-0-1, Exterior(2) 22-0-1 to 33-0-0 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=821, 14=713. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED mrTEK REFERANCE PAGE M11-7473 rev. 10/0"015 BEFORE USE. ' Design valid for use only with MITek0 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 MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlcotlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insfilute, 218 N. Lee Street. Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star o T11891145 74497 MV2 VALLEY 5 1 Job Reference (optional) Cfjambers Truss, „ Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Aug 22 11:42:31 2017 Page 1 ID:O4141 DCB7QwRG?h?eJCrfKzY77F-L9cf06gEE3gOExR9cVvEjVU3mbAloycY97EDJuylJsM 2-0-0 2-0-0 3X4 ':- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL I Plate Grip DOL 1.25 TC 0.09 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=51/2-0-0, 2=37/2-0-0, 3=14/2-0-0 Max Horz 1=41(LC 12) Max Upliftl =-21 (LC 12), 2=-45(LC 12) Max Gravl=55(LC 17), 2=48(LC 17), 3=28(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:7.9 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.opsf; h=24ft; B=150ft L=100111; eave=lift Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 lost 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) 2 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 100lb uplift atjoint(s) 1, 2. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek0 connectors. This design is based only upon parameters shown, and is for on Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star T11891146 74497 MV4 VALLEY 4 1 Job Reference (optional) ,Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Aug 22 11 A2:32 2017 Page 1 113:04141 DCB7QwRG?h?eJCrfKzY77F-pMA1 ESrs?Myts5OM9DRTFl17M?TgXPshOn_nsKylJsL 4-0-0 r 4-0-0 Scale = 1:13.0 3x4 5- 3x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 14lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=120/4-0-0, 3=120/4-0-0 Max Horz 1=96(LC 12) Max Upliftl=-49(LC 12), 3= 96(LC 12) Max Grav 1=128(LC 17), 3=145(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=11ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING- Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 1NO3/2015 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 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 wilh possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star T118911 a7 74497 MV6 VALLEY 4 1 Job Reference (optional) Chambers Truss, . Fort Pierce, FL 6-0-0 f.64U s Aug 16 2017 Mirek Industries, Inc. I ue Aug 22 11:42:32 2017 rage 1 1 D:04141 DCB7QwRG?h?eJCrfKzY77F-pMA1 ESrs?Myts5OM9DRTFj 1 BB?VBXNohOn_nsKylJsL 3x4 11 5 4 3x4 i 2x3 11 3x4 11 Scale = 1:18.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix) Weight: 23lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=61/6-0-0, 4=83/6-0-0, 5=243/6-0-0 Max Horz 1=155(LC 12) Max Uplift4— 67(LC 12), 5— 196(LC 12) Max Grav 1=61(LC 1), 4=100(LC 17), 5=295(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 286/112 WEBS 2-5=229/446 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 5=196. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. Q WARNING - Verity design parameters and READ NOTES ON THIS AND /NCLUDED MirEK REFERANCE PAGE M11-7473 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 ttuss 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 WeIC Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star ,, T71891148 74497 MV8 VALLEY 3 1 Job Reference (optional) Chambers Truss, , Fort Pierce, FL 7.640 s Aug 16 2017 MTek Industries, Inc. Tue Aug 22 11:42:32 2017 Page 1 ID:O4141 DCB7QwRG?h?eJCrfKzY77F-pMA1 ESrs?Myts50M9DRTFjl7f?TYXNDhOn_nsKylJsL 8-0-0 8-0-0 3x4 11 3x4 11 3x4 i 2x3 11 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) Na Na 999 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Horz(TL) 0.00 n/a Na BCDL 10.0 Code FBC2014/TP12007 I (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=89/8-0-0, 4=111/8-0-0, 5=336/8-0-0 Max Horz 1=214(LC 12) Max Uplift4=-89(LC 12), 5=-270(LC 12) Max Grav1=89(LC 1), 4=134(LC 17), 5=406(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 366/143 WEBS 2-5=-315/571 Scale = 1:24.9 PLATES GRIP MT20 244/190 Weight: 31 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 4 except Qt=lb) 5=270. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MII-7473 rev- 10/0=015 BEFORE USE. Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 20005 Southern Star T11891149 74497 Mv10 GABLE 1 1 Job Reference (optional) Chambers Truss, * Fort Pierce, FL 3x4 i 10-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Aug 22 11:42:30 2017 Page 1 ID:04141 DCB7QwRG?h?eJCrfKzY77F-tz2HpngcTliAcosz2oO?AlygJCkp3S9OwTVgnSylJsN 3x4 11 4 3x4 11 Scale = 1:31.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 39lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=70/10-0-0, 4=185/10-0-0, 5=428/10-0-0 Max Harz 1=273(LC 12) Max Upl1ft4= 149(LC 12), 5=-344(LC 12) Max Grav1=79(LC 12), 4=224(LC 17), 5=518(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-449/165, 3-4= 170/293 WEBS 2-5=-404/689 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extehor(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=149, 5=344. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI17473 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 verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" prevent is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 2231A. Job Truss Truss Type Qty Ply 20005 Southern Star T11891150 74497 MV12 GABLE 1 1 Job Reference (optional) Crhambers Truss, . Fort Pierce, FL 2-0-0 3X4 2x3 11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 TCDL 7.0 Lumber DOL 1.25 BC 0.57 BCLL 0.0 Rep Stress Incr YES WB 0.22 BCDL 10.0 Code FBC2014fTP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=153/12-0-0, 4=174/12-0-0, 5=504/12-0-0 Max Horz 1=333(LC 12) Max Uplift4= 141(LC 12), 5=-405(LC 12) Max Grav1=153(LC 1), 4=282(LC 17), 5=651(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-475/158, 2-6=-457/182, 3-4=162/267 WEBS 2-5=-464/735 7.640 s Aug 16 2017 ME I eK Industries, Inc. I us Aug 22 11:42:31 2017 Vega 1 ID:04141 DCB7QwRG?h?eJCrfKzY77F-L9cf06gEE3gOExR9cVvEjVUrUb2yovCY97EDJuylJsM Scale = 1:36.3 3X4 II 3 4 3X4 I I DEFL. in (loc) 1/deft Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(TL) n/a n/a 999 Horz(TL) 0.00 4 n/a n/a Weight: 48 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-7-7 to 10-2-10, Interior(1) 10-2-10 to 11-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 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, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) except Qt=lb) 4=141, 5=405. 6) "Semi-rigld pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MI1-7473 rev. 10/03,2015 BEFORE USE. r� Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component. not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabricatlom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Job Truss Truss Type Qty Ply 20005 Southern Star T11891151 74497 N COMMON 1 1 Job Reference (optional) C4ambers Truss, , Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Aug 22 11:42:33 2017 Page 1 I D:04141 DCB7QwRG?h?eJCrfKzY77F-HYkQRosVmg4kTFbYjwyiowal9PlcGfwgdRjKOnylJsK 1-3-13 8-6-7 15-9-10 23-0-13 29-7-4 1-3-13 7-2-10 7-&3 7-3.3 6-6-7 4x6 = 6.00 12 Scale = 1:54.2 3x4 = 3x6 = 3x4 = 6x8 = 3x4 = 1-3-13 i-0-0 11-D-7 20.6-13 - 29-7-4 1-0-0 9-6-10 9-6-6 9-0-7 0-3-13 Plate Offsets (X Y)-- f2:0-7-13 0-3-81 (3:0-4-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.31 8-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.50 8-10 >680 240 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.10 B-10 >999 240 Weight: 159lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-15 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-10-0 oc bracing. WEBS 1 Row atmidpt 3-11,5-7 REACTIONS. (lb/size) 11=1139/0-7-10, 7=1041/0-7-10 Max Horz 11=-356(LC 10) Max Upliftl 1 =-746(LC 12), 7=-630(LC 12) Max Grav11=1169(LC 17), 7=1090(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-517/162, 2-15=-681/600, 3-15=-554/614, 3-16=-1526/1390, 4-16=-1445/1415, 4-17=-1372/1403, 5-17=-1453/1388, 5-18=-182/290, 6-18=-238/276, 6-7=-251/333 BOT CHORD 1 -11 =-325/502, 10-11=-1158/1644, 10-19=-599/1050, 9-19=599/1050, 9-20= 599/1050, 8-20=-599/1050, 7-8=-1074/1281 WEBS 2-11=-547/951, 3-11 =-1 038/995, 3-10=-414/579, 4-10=-507/740, 4-8=-428/628, 5-8=-306/504, 5-7=-1378/1170 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft L=100ft eave=lift Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 15-9-10, Exterior(2) 15-9-1 b to 25-4-13 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in ail areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=746, 7=630. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MI7EK REFERANCE PAGE11111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with M 109 connectors. This design is based only upon parameters shown, and Is for an Individual building component not �A 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!Tek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 20005 Southern Star * T11891152 74497 N1 COMMON 7 1 Job Reference (optional) Chambers Truss* Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. I ue Aug 22 11:42:34 2017 Page 1 0:04141 DCB7QwRG?h?eJCrfKzY77F-Iklof8t7X_Db5PAkHeTxK86Tzp5o?6z_r5TuwDylJsJ 1-3-13 B-6.7 15-9-10 23-0-13 29-3-7 31-7-4 1.3.13 7-2-10 7.3-3 7-3-3 6-2-10 2-3.13 6.00 ri2 m 14 0 4x6 = Scale = 1:55.2 3x4 = 4x6 = 3x4 = 6x8 = 3x4 = 3x4 = i-3-13 i 1-0-0 11-D-7 2D-6-13 29-3-7 _ �7 4 T 7-4 r-0-0 9-8-10 9-6-6 8-8-10 0-$-13 2-0-0 0-3-13 Plate Offsets (),Y)-- f2'0-7-13 0-3-8) f3.0-4-0 0-3-01 (5:0-4-0 0-3-01 18:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.31 9-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.51 9-11 >664 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.86 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.09 9-11 >999 240 Weight: 165lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-2-15 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row atnNdpt 3-12, 5-8 REACTIONS. (lb/size) 12=1128/0-7-10, 8=1210/0-7-10 Max Horz 12=-379(LC 10) Max Upliftl2— 740(LC 12), 8=-732(LC 12) Max Grav12=1160(LC 17), 8=1210(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=510/161, 2-19=-677/599, 3-19=-550/612, 3-20=-1509/1343, 4-20= 1428/1368, 4-21= 1334/1272, 5-21 =-1 413/1248 BOT CHORD 1-12— 323/498, 11-12= 1030/1647, 11-23=-468/1051, 10-23=-468/1051, 10-24=-468/1051, 9-24=-468/1051, 8-9=-897/1208 WEBS 2-12=-548/948, 3-12= 1023/933, 3-11=-415/587, 4-11= 515f743, 4-9=-381/595, 5-9=-277/454, 5-8=-1326/1267, 6-8=-350/586 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 15-9-10, Exterior(2) 15-9-10 to 25-4-13 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 12=740, 8=732. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verily design peranreters end READ NOTES ON THIS ANO INCLUDED MITEK REFERANCE PAGE Mll--7473 rev. 10/173/2015 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 properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI i Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star T71891153 74497 N2 COMMON 3 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MTek Industries, Inc. Tue Aug 22 11:42:34 2017 Page 1 1 D:04141 DCB7QwRG?h?eJCrfKzY77F-Ikl of8t7X_Db5PAkHeTxK86TVp5Z?6g_r5TuwDylJsJ 1-3-13 B-6-7 15-9-10 23-0-13 30-3-7 3¢7r4 1.3.13 7-2-10 7-3-3 7-3-3 7-2-10 0- 3 4x6 = 6.00 r12 Scale = 1:54.8 m Io 3x4 = 4x6 = 3x4 = 4x10 II 3X4 = i-3-13 1-0-0 11-0.7 20.6-13 ?A3-7 3¢7r4 1-09-8-10 9.6-6 9-8-10 P -13 0-3-13 Plate Offsets (X Y)-- (2:0-7-13 0-3-8j (3.0-4-0 0-3-01 (5:0-4-0 0-3-Oj j7:0-6-4 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.33 8-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(TL) -0.54 8-10 >648 240 BCLL 0.0 Rep Stress Incr YES W B 0.88 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.12 8-10 >999 240 Weight: 158lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-2-8 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-8-9 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-11 SLIDER Right 2x8 SP 240OF 2.OE 2-6-0 REACTIONS. (lb/size) 11=1182/0-7-10, 7=1083/Mechanical Max Horz 11=-368(LC 10) Max Upliftl 1 =-773(LC 12), 7=-654(LC 12) Max Grav 11 =1 206(LC 17), 7=1142(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-522/164, 2-19=-677/605, 3-19= 557/618, 3-20=-159911444, 4-20=-1518/1469, 4-21=-1537/1525, 5-21=-1616/1500, 5-22= 1663/1542, 6-22=-1758/1530, 6-7=-836/389 BOT CHORD 1-11=328/508, 10-11=-1170/1715, 10-23=-614/1126, 9-23=-614/1126, 9-24= 614/1126, 8-24= 614/1126, 7-8= 1185/1486 WEBS 2-11= 555/955, 3-11=-1116/1033, 3-10=-406/577, 4-10=-501/738, 4-8=-526/758, 5-8=-443/604 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=1501t; L=100ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 15-9-10, Exterior(2) 15-9-10 to 25-4-13 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 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) 11=773, 7=654. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 10103,2016 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" prevent Is always required for siabiltty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star T11891154 74497 N3 COMMON 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 M7ek Industries, Inc. Tue Aug 22 11:42:35 2017 Page 1 ID:04141 DCB7QwRG?h?eJCrfKzY77F-DwsAsUtIHHLSjZlwrL_AtLfdHDQTkdg741CRSfylJsl 1.3.13 8-6.7 15-9-10 23-2-5 30-3-7 3 •7 4 1-3-13 7-2-10 7.3-3 74-11 7-1-2 0.- 3 4x6 = 6.0o 12 Scale = 1:54.8 m Io 12 •,� w 8 3x4 = 4x6 = 3x4 = 3x6 ll 4x8 l 3x4 = 1.3-13 1-0.0 11.0-7 20.6-13 212-5 30-3-7 7 i-0-0 9-8-10 9.6.6 2.7-8 7.1-2 0-3-13 Plate Offsets (X,Y)-- (1:0-0-4,Edgel, f2:0-7-9,0-3-01, (3:0-4-0,0-3-41, (5:0-4-0,0-3-41, (7:0-4-12,0-3-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.25 9-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.44 9-11 >590 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES W B 0.64 Horz(TL) -0.03 8 n/a rl/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.35 9-11 >739 240 Weight: 164lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-10-6 oc bracing. WEBS 2x4 SP No.3 WEBS i Row at midpt 3-12, 4-11, 4-9 SLIDER Right 2x8 SP 240OF 2.0E 2-6-0 REACTIONS. (lb/size) 12=95910-7-10, 8=880/0-7-10, 7=425/Mechanical Max Horz 12=-368(LC 10) Max Upliftl2= 1115(LC 12), 8=-961(LC 12), 7=-284(LC 12) Max Grav 12=959(LC 1), 8=880(LC 1), 7=521(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-468/972, 2-20=-583/1260, 3-20=-428/1273, 3-21 =-1 083/2177, 4-21=-986/2202, 4-22= 585/1385, 5-22= 674/1360, 5-23=-470/605, 6-23=-535/591, 6-7=-443/157 BOT CHORD 1-12=-917/448, 11-12=-1826/1049, 11-24=-794/595, 10-24=-794/595, 10-25= 794/595, 9-25— 794/595, 8-9=-385/448, 7-8=-365/442 WEBS 2-12=-655/613, 3-12= 719/1105, 3-11=452/581, 4-11=-1424/590, 4-9— 259/315, 5-9=-857/462, 5-8=-814/1720 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 15-9-10, Exterior(2) 15-9-10 to 25-4-13 zone; cantilever left exposed; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 12=1115, 8=961, 7=284. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII--7473 rev. 10/03/2015 BEFORE USE. ° Design valid for use only with MITekO connectors. this design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' 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, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 20005 Southern Stor T11891155 74497 N4 SPECIAL 1 1 Job Reference (optional) Chambers Truss' Fort Pierce, FL 7.640 s Aug 16 2017 nn i — inuusu —, mo. g « aye , ID:04141 DCB7QwRG?h?eJCrfKzY77F-h7QY4quN2bTJK1K702VPQZCp7cmOT?EHJPy_?5ylJsH 1-3-13 8-6-7 15.9-10 19-5-12 26-3-12 33-1-12 1-3-13 7-2-10 7-3-3 3-8-2 6-10-0 6-10-0 4x6 = 6.00 12 Scale = 1:60.2 v 6 14 ... .- -- -- 11- — 9 e 3x4 = 3x6 = 4x6 = 3x6 = 3x5 = 3x6 I I 3X4 = 1-3-13 1-0-01"-7 19-5-12 26-512 33-1-72 1.0-0 9-8-10 9-5-5 6-10-0 6-10-0 03-13 Plate Offsets (X,Y)-- (2:0-7-13 0-3-81 13:0-4-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.22 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.42 11-13 >907 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.1411-13 >999 240 Weight: 200lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc puriins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-8-11 oc bracing. WEBS 1 Row at midpt 7-8, 3-14, 7-9 REACTIONS. (lb/size) 8=1172/0-7-10, 14=1270/0-7-10 Max Harz 14=360(LC 12) Max Uplift8=-743(LC 12), 14=-792(LC 12) Max Grav8=1276(LC 17), 14=1353(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 545/150, 2-18=-753/580, 3-18=-627/594, 3-19=-1877/1468, 4-19= 1797/1493, 4-5=-1883/1565, 5-20= 165511332, 20-21= 166511332, 6-21 =-1 655/1332, 6-7=-1144/950, 7-8— 1157/1055 BOT CHORD 1-14= 308/565, 13-14=-1652/1869, 12-13=-1095/1315, 12-22= 1095/1315, 22-23= 1095/1315, 11-23=-1095/1315, 10-11=-950/1144, 10-24=-95011144, 9-24=-950/1144 WEBS 2-14=-554/934, 3-14= 1299/1084, 3-13=-390/578, 4-13=-505/686, 4-11= 633/946, 5-11=-994/960, 6-11=-517/693, 6-9=-830/906, 7-9=-1272/1531 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=1501t; L=100ft eave=11ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 15-9-10, Exterior(2) 15-9-10 to 19-5-12 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 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 011=1b) 8=743, 14=792. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 0 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11--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 properly Incorporate this design info the overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type city Piy 20005 southern Star T11891156 74497 N5 SPECIAL 1 1 Job Reference (optional) C� ambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MITek Industries, Inc. I us Aug 22 11:42:37 2017 Page 1 I D:04141 DCB7QwRG?h?eJCrfKzY77F-AJzwHAv?pvbAysvJymOeymkxZO5CCTdQX3hYXYylJsG t-3-73 B-6-7 15-9-10 17-5-12 25-3-12 33-1-12 1-3-13 7-2-10 7-3-3 1-8-2 7-10-0 7-10-0 Scale = 1:60.2 5x6 = 6.00 12 4 4x6 = 3x4 = 4x4 = 14 ,., — _" 11 ._ _. 9 __ 8 3x4 = 3x6 = 3X8 = 3x6 = 3x5 = 3x6 I1 3X4 = i-3-13 i-0-0 11-0-7 17-5-12 25-3-12 33-1-12 t•0-0 9-5-10 6-s-5 7-10-0 7.10-0 0.3-13 Plate Offsets (X Y)-- (2:0-7-13 0-3-81 (3:0-4-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.14 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(TL) -0.38 13-14 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wlnd(LL) 0.1311-13 >999 240 Weight: 207lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-14 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-7-11 oc bracing. WEBS 1 Row at midpt 7-8, 3-14, 7-9 REACTIONS. (lb/size) 8=1172/0-7-10, 14=1270/0-7-10 Max Horz 14=419(LC 12) Max Uplift8=-755(LC 12), 14= 780(LC 12) Max Grav8=1322(LC 17), 14=1371(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 578/134, 2-18=-796/564, 3-18=-669/578, 3-19= 1898/1454, 4-19= 1818/1479, 4-5=-1680/1390, 5-20=-150611235, 20-21 =-1 506/1235, 6-21= 150611235, 6-7= 1138/930, 7-8— 1181 /1077 BOT CHORD 1-14=-294/602, 13-14= 1701/1872, 12-13=-1145/1355, 12-22= 1145/1355, 22-23= 1145/1355, 11-23=-1145/1355, 10-11=-930/1138, 10-24=-930/1138, 9-24=-930/1138 WEBS 2-14=-538/932, 3-14=-1276/1070, 3-13=-387/574, 4-13=-506/618, 4-11=-518/844, 5-11= 862/802, 6-11= 416/501, 6-9=-766/906, 7-9=-1250/1529 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft eave=l ift; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 15-9-10, Exterior(2) 15-9-10 to 17-5-12 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=755, 14=780. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - VerW design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/0312015 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 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Job Truss Truss Type Qty Ply 20005 Southern Star ' T11891157 74497 N6 MONO HIP 1 1 Job Reference (optional) Cbambers.Truss, Fort Pierce, FL 7.640 s Aug to 2017 Mirea industries, Inc. rue Aug cc 1 :42:37 2017 rage 1 ID:04141 DCB7QwRG?h?eJCrfKzY77F-AJzwHAv?pvbAysvJymOeymkwKO7gCRUQX3hYXYyIJsG 1-3-13 M-10 16-1-8 24-7-10 33-1-12 1-3-13 7A-14 7-4-14 B-6-2 8-6-2 Scale = 1:58.1 4x6 = 3x4 = 4x6 = 4x5 = 6.00 12 4 2021 5 622 14 13 '- 11 - a 0 3x4 = 4x4 = 3x6 = 3x8 = 3x6 = 3x5 = 3x6 II 1-3-13 i-0-0 0-8-10 16-1-8 24-7-10 33-1-12 i-0-0 7.4-14 17.4-14 B-6-2 8.6-2 0-3-13 Plate Offsets (X,Y)-- (2:0-2-12 0-1-Oj (3:0-4-0 0-3-41 (4:0-3-8 0-2-01 (6:0-3-0 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.12 9-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.30 8-9 >999 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 Horz(TL) 0.04 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.11 11-13 >999 240 Weight: 200lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-10 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-6-2 oc bracing. WEBS 1 Row at midpt 7-8, 3-11, 5-9, 7-9 REACTIONS. (lb/size) 8=1171/0-7-10, 14=1271/0-7-10 Max Horz 14=478(LC 12) Max Uplift8= 768(LC 12), 14=-767(LC 12) Max Grav8=1 331 (LC 17), 14=1354(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-440/105, 2-18=-1997/1443, 3-18= 1865/1469, 3-19= 1508/1147, 4-19=-1427/1172, 4-20— 1314/1177, 20-21=-1314/1177, 5-21=-1314/1177, 5-22=-1064/899, 6-22=-1064/899, 6-7=-1064/899, 7-8=-1173/1111 BOT CHORD 1-14=-272/500, 13-14= 914/665, 12-13= 1790/1837, 11-12= 1790/1837, 11-23=-899/1064, 10-23=-899/1064, 9-10— 899/1064 WEBS 2-14=-1278/1384, 2-13=-878/1178, 3-11— 614/713, 4-11=-62/328, 5-11=-387/349, 5-9=-732/921, 7-9=-1234/1459 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=lift; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterbor(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 16-1-8, Exterior(2) 16-1-8 to 29-8-7 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 8=768, 14=767. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll--7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 61IiOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star T11891158 74497 N7 MONO HIP 1 1 Job Reference (optional) Chambers Trust, Fort Pierce, FL I.tM 3 Aug 1 b ZU1 I MI I eK alausines, Inc. I ue Aug ez 11:YZ:00 e 1 / rage i I D:04141 DCB7QwRG?h?eJCrfKzY77F-eVXJ U Wwdaq 1 aOUV W TXtV_H6UQTvxwkZmj R53 ylJsF 1-3-13 9-8-10 18-1-8 25-7-10 33-1-12 1-3-13 8-4-14 B-4-14 7-6-2 7-6-2 46 = 3x4 = Scale = 1:61.0 4x4 = 6.00 F12 5 1920 6 21 7 m a a 4x4 = 3x6 = 3x8 = 3x6 = 3x5 = 3x6 Ii 3x4 = 1-3.13 9-8-10 18-1-8 25.7-10 33-1-12 1-0-0 8-4-14 8.4-14 7-6-2 7-6-2 0-3.13 Plate Offsets (X,Y)-- (2:0-2-12 0-1-Oj (4:0-3-0 Edgel (5:0-3-8 0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.10 9-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.29 11-13 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.81 Horz(TL) 0.04 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.11 11-13 >999 240 Weight: 209 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-10 oc puriins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-5-11 oc bracing. WEBS 1 Row at midpt 7-8, 2-13, 3-11, 6-11, 6-9, 7-9 REACTIONS. (lb/size) 8=1171/0-7-10, 14=1271/0-7-10 Max Horz 14=538(LC 12) Max Uplift8=-783(LC 12), 14— 751(LC 12) Max Grav8=1357(LC 17), 14=1364(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-514/127, 2-18=-2007/1404, 3-18=-1858/1424, 3-4=-1385/1017, 4-5=-1292/1047, 5-19=-1195/1082, 19-20=-1195/1082, 6-20=-1195/1082, 6-21=-879/755, 7-21=-8791755, 7-8=-1215/1146 BOT CHORD 1-14=-343/593, 13-14= 1022/778, 12-13=-1811/1856, 11-12=-1811/1856, 10-11=-755/879, 9-10=-755/879 WEBS 2-14=-1303/1452, 2-13=-834/1081, 3-13=0/283, 3-11=-765/840, 5-11=-1/280, 6-11=-520/503, 6-9= 788/977, 7-9=-1188/1382 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft L=100ft; eave=lift; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterlor(2) 0-0-0 to 9-8-10, Interior(1) 9-8-10 to 18-1-8, Exterior(2) 18-1-8 to 31-8-7 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 lost 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 Qt=lb) 8=783, 14=751. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MY-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 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, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria- VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 20005 Southern Star � T71891159 74497 N8 MONO HIP 1 7 Job Reference (optional) C�h ambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Aug 22 11:42:39 2017 Page 1 ' I D:O4141 DCB7QwRG?h?eJCrfKzY77F-6i5hisxFLW ruBA2i4B361 Bq FogoygMaj?NAecQyIJSE ,1-3-13 7-7.1 13-10-4 20-1-8 , 26-7-10 33-1-12 i-3-13 6-Li 6-3-4 6-3-4 6-6-2 6-6-2 4x6 = 6.00 FIT 6 2122 3x4 = 3x5 = Scale = 1:69.3 15, o <o <w 12 10 <.. 9 3x6 = 3x8 = 3x5 = 3x6 II 3x4 = 3x4 = 3x6 = 1-3-73 it•0-0 10-8-10 20-1-8 17-10 33-7.12 �1.0-0 94-14 "-14 6-6-2 0-3-13 Plate Offsets (Y Y)-- f2:0-7-13 0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.24 12-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.49 12-14 >769 240 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.05 9 n/a n/a BCDL 10.0 Code FBC2014[TP12007 (Matrix-M) Wind(LL) 0.12 12-14 >999 240 Weight: 223lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-14 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-4-4 oc bracing. WEBS 1 Row at midpt 8-9, 3-15, 5-12, 7-12, 7-10, 8-10 REACTIONS. (lb/size) 9=1172/0-7-10, 15=1270/0-7-10 Max Horz 15=597(LC 12) Max Uplift9= 803(LC 12), 15= 732(LC 12) Max Grav9=1 421 (LC 17), 15=1433(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 482/75, 2-19= 685/434, 3-19= 575/445, 3-20=-2024/1342, 4-20= 1965/1345, 4-5=-1911/1358, 5-6= 1288/954, 6-21 =-1 120/962, 21-22= 1120/962, 7-22=-1120/962, 7-8=-744/633, 8-9=-1291/1186 BOT CHORD 1-15=-195/510, 14-15=-1884/2018, 13-14=-1516/1647, 13-23=-1516/1647, 23-24=-1516/1647, 12-24=-1516/1647, 11-12=-633/744, 11-25=-633/744, 10-25= 633/744 WEBS 2-15=-514/776, 3-15=-1527/1099, 3-14=-249/456, 5-14=-310/510, 5-12= 782/818, 6-12= 33/253, 7-12=-619/706, 7-10=-928/1041, 8-1 0=-1 179/1384 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=l ift; Cat. II; Exp C; Encl., GCpt=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 9-7-3, Interior(1) 9-7-3 to 20-1-8, Exterior(2) 20-1-8 to 33-0-0 zone; cantilever left exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 9=803, 15=732. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE 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 properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual thus web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610, Job Truss Truss Type Qty Ply 20005 Southern Star T11891160 74497 * PBA GABLE i 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 1-11-15 1-11-15 4x5 = US = 7.640 s Aug 16 2011 MI I eK Inclusines, Inc. I Ue Aug L'L 11:42:39 2U1 r I -age 1 1 D:0414l DCB7QwRG?h?eJCrfKzY77F-6i5hisxFLW ruBA2i4B361 BgEjgp7gZbj?NAecQylJsE 6-3-10 4-3-11 5x6 II 4 Scale = 1:12.5 6-3-10 Plate Offsets (X,Y)-- f3.0-3-0 0-2-01 f4•Edge 0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) n/a n/a 999 BCLL 0.0 * Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 18lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 *Except* TOP CHORD 3-4: 2x4 SP M 30 BOT CHORD 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1— 109/6-3-10, 6=180/6-3-10, 2=362/6-3-10 Max Horz 1=50(LC 12) Max Upliftl=-109(LC 17), 6=-108(LC 12), 2=-261(LC 12) Max Gram 1=109(LC 12), 6=180(LC 1), 2=363(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-290/91, 2-3= 232/543, 3-4=-178/448, 5-6=-180/409, 4-5=-125/412 BOT CHORD 2-5=-448/178 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 8-3-8 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100fh eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as perANSI/TPI 1. 4) Provide adequate drainage to prevent water pending. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6-0-0 oc. 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) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=109, 6=108, 2=261. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, The building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star . T11891161 74497 PBB GABLE 1 1 Job Reference (optional) . Chambers Truss, Fort Pierce, FL 17-9-11 r.640 a Aug i6 20i r MiTek mOuslrles, Inc. I ue Aug 22 11 :42.40 2017 Fagg I ID:04141 DCB7QwRG?h?eJCrfKzY77F-auf3vBxu6gzlpKduduaLaPMZ?EDmP_asElwCBtyIJsD 4x4 = Scale: 3/8"=1' 3x4 I 7 3x4 = 13 12 11 10 9 8 2x3 11 3x6 = 2x3 11 2x3 11 3x4 = 1 rD I� 14 d 17-9-11 Plate Offsets (X,Y)-- f3.0-5-4 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(rL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr NO W B 0.15 Horz(TL) 0.00 14 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 58 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 7-14: 2x4 SP M 30 REACTIONS. All bearings 17-9-11. (lb) - Max Harz 1=110(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1, 2, 9, 8 except 13=-205(LC 12), 10=-163(LC 12), 12=-302(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 2, 9, 8 except 13=319(LC 1), 10=311(LC 1), 12=477(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-259/54 WEBS 3-13=-223/409, 5-10= 225/328, 4-12=-358/490 NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) 0-3-15 to 11-7-2, Exterior(2) 11-7-2 to 15-6-0, Comer(3) 15-6-0 to 17-7-15 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' 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. 8) Bearing at joint(s) 14, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 9, 8 except Qt=lb) 13=205, 10=163, 12=302. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MOO connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply zoo05 Southern Star T11891162 74497 PBC GABLE 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 Mirek Industries, Inc. Tue Aug 22 11:42:41 2017 Page 1 ' ID:04141 DCB7QwRG?h?eJCrfKzY77F-24DR7XyWt75cRUC4Bc5a7cvj8dZs8RbOShflgJylJsC 3-11-15 17-6-0 17-9-11 3-11-15 13-6-1 0-3- 1 Scale = 1:31.5 3x4 II 13 4x5 = 12 11 10 9 8 2x3 13x6 = 2x3 I I 2x3 11 3x4 = Plate Offsets (X,Y)-- [3:0-3-0 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20-0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(TL), n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(TL) 0.00 13 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 62lb FT=20 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 S P M 30 'Except` SOT CHORD Rigid cerfrng directly appfted or 6-0-0 oc bracing. 6-9: 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 17-9-11. (lb) - Max Horz 1=173(LC 12) Max Uplift All uplift 100lb or less at joint(s) 8, 9 except 1= 221(LC 17), 10— 248(LC 8), 12= 295(LC 12), 2=-351(LC 12) Max Grav All reactions 250 lb or less at joint(s) 8, 9 except 1=258(LC 12), 10=395(LC 1), 12=437(LC 1), 2=443(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 572/173 WEBS 5-10=-290/375, 4-12=-315/535 NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) 0-3-16 to 13-7-2, Exterior(2) 13-7-2 to 17-7-15 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 6-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` 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. 8) Bearing at joint(s) 13, 8 considers parallel to grain value using ANSI/TP1 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 9 except Qt=1b) 1=221,10=248,12=295,2=351. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer, WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11--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 properly Incorporate this design Into the overall buliding design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star T11891163 74497 PBD GABLE 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 5-11-15 5x6 = 7.640 s Aug 16 2017 M7ek Industries, Inc. Tue Aug 22 11:42:42 2017 Page 1 I D:04141 DCB7QwRG?h?eJCrfKzY77F-W HnpKtzBeRDT2enHlJcpfgRtA1 rGtuV9hLPJCiyIJsB 17-6-0 17-9-11 11-6-1 013- 1 2x3 11 Scale = 1:31.5 4x10 = 4x5 = 11 10 9 3x4 i 7 2x3 I I 8 2x3 I I 3x4 = 3x6 = 17-9-11 17-9-11 Plate Offsets (x,Y)-- j4:0-3-0,0-2-01,f6:0-0-8,0-3-01 LOADING (psf) SPACING- 2-0-0 CS1. DEFL, in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) 0.01 12 n/a n/a BCDL 10.0 Code FBC2014lf-P12007 (Matrix) Weight: 72lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP M 30 end verticals. Except: WEBS 2x4 SP M 30 1 Row at micipt 6-8 OTHERS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 17-9-11. (lb) - Max Horz 1=173(LC 12) Max Uplift All uplift 100 lb or less at joint(s) except 1=-255(LC 17), 9=-313(LC 8), 11= 259(LC 12), 2=-376(LC 12), 7= 106(LC 8) Max Grav All reactions 250 lb or less at joint(s) 8, 7 except 1=271(LC 12), 9=466(LC 1), 11=424(LC 17), 2=494(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-661/179 WEBS 5-9=-359/478, 3-11=292/610 NOTES- 1) Wind: ABC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft B=150ft; L=100ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) 0-3-15 to 15-7-2, Exterior(2) 15-7-2 to 17-7-15 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 6-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` 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. 8) Bearing at joint(s) 12, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 255 lb uplift at joint 1, 313 lb uplift at joint 9, 259 lb uplift at joint 11, 376 lb uplift at joint 2 and 106 lb uplift at joint 7. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. A WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11--7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITOW 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 It=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 fabricaTlom storage, delivery, erection and bracing of trusses and truss systems; seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star T71891164 74497 � PBE GABLE 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7-11-15 3x6 = 1.640 s Aug i 6 20i 7 MI I ek industries, Inc. i ue Aug 22 I 1 A2.43 2017 ruyu 1 1D:04141 DCB7QwRG?h?eJCrfKzY77F-_TLCYD_mPILKgnMTJ172C1_2KRE2cKrJw?BslBylJsA 2x3 11 Scale = 1:31.6 3x4 11 ID 4x5 = 10 9 8 / 3x5 11 3x6 = 2X3 11 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.2.5 BC 0.16 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(TL) 0.00 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) PLATES GRIP MT20 244/190 Weight: 66 lb FT = 20°! Tr 0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiffng directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 17-9-11. (lb) - Max Horz 1=228(LC 12) Max Uplift All uplift 100 lb or less atjoint(s) except 1=-227(LC 17), 2=-316(LC 12), 8=-288(LC 12), 10=-312(LC 12), 7=-114(LC 8) Max Gray All reactions 250 lb or less at joint(s) 7 except 1=254(LC 12), 2=452(LC 17), 8=473(LC 1), 10=469(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-757/200, 2-3= 349/82 WEBS 5-8=-347/492, 3-10=-352/804 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=2ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as perANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6-0-0 oc. 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) Bearing at joint(s) 11, 7 considers parallel to grain value using ANSIIfPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 227 Ito uplift at joint 1, 316 lb uplift at joint 2 , 288 lb uplift at joint 8, 312 lb uplift at joint 10 and 114 lb uplift at joint 7. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. © WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII--7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual it=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 fabrical[on, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star T11891165 74497 ` PBF GABLE 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 5-11-15 Sx6 = r.oau s Aug 16 zur r iviff ek mausmes, inc. rue Aug 22 i i.42.43 2017 rye I D:04141 DCB7QwRG?h?eJCrfKzY77F-_TLCYD_mPILKgnMTJ 172C 1_2vRE2cL1Jw?BsiBylJsA 2x3 11 12 Scale = 1:31.2 3x4 11 1 T I7 11 d 4x5 = 10 9 8 I 2x3 1 3x6 = 2x3 11 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC0.16 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.00 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) PLATES GRIP MT20 244/190 Weight: 63 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 20 SP No.3 REACTIONS. All bearings 17-9-11. (lb) - Max Horz 1=169(LC 12) Max Uplift All uplift 100 lb or less at joint(s) except 1=-263(LC 17), 2=-378(LC 12), 8=-306(LC 8), 10= 258(LC 12), 7=-111(LC 12) Max Grav All reactions 250 lb or less at joint(s) 7 except 1=268(LC 12), 2=519(LC 17), 8=495(LC 22), 10=395(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2— 656/181 WEBS 5-8= 368/481, 3-10=-278/584 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=2ft Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) 0-3-15 to 15-7-2, Exterior(2) 15-7-2 to 17-7-15 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as perANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6-0-0 oc. 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) Bearing at joint(s) 11, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 263 Ib uplift at joint 1, 378 lb uplift at joint 2 , 306 lb uplift at joint 8, 258 lb uplift at joint 10 and 111 lb uplift at joint 7. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE 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 verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPIi Quallty Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 20005 Southern Star T11891166 74497 PBG GABLE 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL I 3-11-15 I 3-11-15 3x6 = 2x3 I 6.00 F12 3 4 2x3 11 /.ti4V S Aug It, ZVI / MI I eK industries, inc. I ue Aug 22 I I :4L:44 GU i ! rage i ID:04141 DCB7QwRG?h?eJCrfKzY77F-SfvalZ_OA2TAIxxfskeHkFX7?raFLogS8fuPHeylJs9 17-9-11 13-9-12 2x3 11 12 Scale = 1:31.2 3x4 II 6 4x4 = 10 9 8 7 3x6 = 2x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) n/a Na 999 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) Na n/a 999 BCLL . 0.0 ' Rep Stress Incr NO W B 0.14 Horz(TL) 0.00 11 Na Na BCDL 10.0 Code FBC2014/TP12007 (Matrix) 3x4 = PLATES GRIP MT20 244/190 Weight: 58 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except 3-6: 2x4 SP M 30 end verticals. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 17-9-11. (lb) - Max Horz 1 =1 1 O(LC 12) Max Uplift All uplift 100 lb or less at joint(s) except 1=-175(LC 17), 2=-304(LC 12), 8=-297(LC 8), 10=-251(LC 12), 7= 118(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 7 except 2=423(LC 17), 8=489(LC 22), 10=396(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-431/125 WEBS 5-8=-360/456, 4-10=-279/466 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) 0-3-15 to 13-7-2, Extedor(2) 13-7-2 to 17-7-15 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6-0-0 oc. 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). Bearing at joint(s) 11, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 lb uplift at joint 1, 304 lb uplift at joint 2 , 297 lb uplift at joint 8, 251 lb uplift at joint 10 and 118 lb uplift at joint 7. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MI FEKREFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek0 connecfors. 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 buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabricaflom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA22314. Jab Truss Truss Type city Ply 201105 Southern Star T11891167 74497 PBH GABLE 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 6.00 r12 4x4 = 2x3 11 7-9-11 7.640 s Aug 16 2017 Milrek Industries, Inc. Tue Aug 22 11:42:45 2017 Page 1 I D:04141 DCB7QwRG?h?eJCrfKzY77F-xsSyyv?OxMb 1v5W rQR9W HS3PoEwA4FgbNJdzp4ylJs8 2x3 11 Scale = 1:31.2 3x4 11 3x4 = 11 10 9 8 7 2x3 11 2x3 11 3x6 = 2x3 11 17-9-11 17-9-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) n/a r1/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stresslncr NO WB 0.14 HOrz(fL) 0.01 12 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) 3x4 = PLATES GRIP MT20 244/190 Weight: 54 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 *Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except 3-6: 2x4 SP M 30 end verticals. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 17-9-11. (Ib) - Max Horz 1=50(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 11 except 12=-114(LC 12), 8— 300(LC 12), 10— 231(LC 8) Max Grav All reactions 250 lb or less at Joint(s) 1, 12, 2, 11 except 8=495(LC 1), 10=377(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 5-8=-360/487, 4-10=-278/381 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150fh L=100ft eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) 0-3-15 to 11-7-15, Exterior(2) 11-7-15 to 17-7-15 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI TPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 6-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' 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. 8) Bearing at Joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 11 except Qt=lb) 12=114,8=300,10=231. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 101032015 BEFORE USE. Design valid for use only with MRek9 conneciors. This design Is based only upon parameters shown, and Is for on Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate InsTitule, 218 N. Lee Street. Suite 3M Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 20005 Southern Star T71891168 74497 PBK GABLE 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL ifcm 7.640 a AUg 16 2017 MI I eK Inaustrles, Inc. I ue Aug 22 11:42Ats 2u1 r Pagel I D:04141 DCB7QwRG?h?eJCrfKzY77F-P20KAFOfigj uXF52_ghlggcSAeEYoiTiczN W LWylJs7 Scale = 1:19.4 4x4 = 2x3 11 3x4 I I 6.00 12 3 4 5 3x4 = 2x3 11 2x3 11 11-1-11 11-1-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(TL) n/a n/a 999 BOLL 0.0 ' Rep Stress Incr NO W B 0.18 Horz(TL) 0.00 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) 3x4 = PLATES GRIP MT20 244/190 Weight: 34 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 11-1-11. (lb) - Max Horz 1=54(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1, 9, 2 except 8=-111(LC 12), 7= 232(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 9, 2, 8 except 7=375(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-8=-125/336, 4-7=-277/616 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=10011; eave=2ft Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Comer(3) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 6-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' 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. 8) Bearing at joint(s) 9 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 9, 2 except (jt=lb) 8=111, 7=232. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 0 WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mffek' prevent is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star T11891169 74497 PBL GABLE 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 M7ek Industries, Inc. Tue Aug 22 11:42:46 2017 Page 1 ID:04141 DCB7QwRG?h?eJCrfKzY77F-P20KAFOfigjuXF52_9hlggcVleB?ohvlczNWLWylJs7 i 4-1-7 11-1-11 i 4-1-7 7-0-4 6.00 12 4x4 = Scale = 1:19.4 3x6 = 3x6 II 3x4 = 4 5 2x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.22 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) 3X4 = PLATES GRIP MT20 244/190 Weight: 37 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except 3-5: 2x4 SP M 30 end verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid celfing directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-1-11. (lb) - Max Horz 1=113(LC 12) Max Uplift All uplift 100 lb or less at joint(s) except 1=-108(LC 10), 2= 215(LC 12), 6=-123(LC 8), 7= 265(LC 12) Max Gray All reactions 250 lb or less at joint(s) 1, 6 except 2=313(LC 17), 7=408(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 437/114, 5-6=-150/314 WEBS 4-7=-289/738 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.opsf; h=24ft; B=150ft; L=100ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6-0-0 oc. 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 tali by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s) 8, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 lb uplift at joint 1, 215 lb uplift at joint 2 , 123 lb uplift at joint 6 and 265 lb uplift at joint 7. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek0 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star T1i891170 74497 ' PBM GABLE 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Aug 22 11:42:47 2017 Page i I D:04141 DCB7QwRG?h?eJCrfKzY77F-tEaiNb l HTzrl9PgEYsC_Mt9by2XJX81urd64uzy1Js6 i 6-1-7 , 10-8-4 r 6-1-7 4-6-13 Scale = 1:20.5 46 = 3x4 = 4 5 3x5 11 3 6.00 12 v 6 N N 2 1 � I� 8 O 4x4 = 7 6 3x5 I I 3x4 = 11-1-11 11'1-11 Plate Offsets (X Y)-- f2:0-1-12 0-0-0) (5:0-2-0 0-0-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr NO WB 0.25 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code FBC2014/ TPI2007 (Matrix) Weight: 43 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 *Except* TOP CHORD Structural wood sheathing directly applied or 5-8-4 oc purlins, except 4-5: 2x6 SP No.2 end verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-1-11. (lb) - Max Harz 1=168(LC 12) Max Uplift All uplift 100 lb or less at joint(s) except 1= 160(LC 17), 7=-279(LC 12), 2=-267(LC 12), 6=-126(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 6 except 7=427(LC 17), 2=368(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-633/169, 5-6=-150/319 WEBS 3-7=-307/829 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150fh L=100ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. . 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6-0-0 oc. 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) Bearing at joint(s) 8, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 160 lb uplift at joint 1, 279 lb uplift at joint 7 , 267 lb uplift at joint 2 and 126 lb uplift at joint 6. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10M)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 properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star T11891171 74497 PBN GABLE t 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MTek Industries, Inc. Tue Aug 22 11 A2:48 2017 Page 1 + ID:04141DCB7QwRG?h?eJCrfKzY77F-LR85bx2vEHzcnZFQ5ajDv5hxOSygGbL23HsdOPyIJs5 8-1-7 i 8-8-4 8-1-7 0-6-13 2-5.7 4x4 = Scale = 1:26.0 4x4 = - 2x3 11 2x3 11 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) T Ir 0 PLATES GRIP MT20 244/190 Weight: 45 lb Fi' = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or i0-0-0 oc bracing. 4-7: 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-1-11. (lb) - Max Horz 1=162(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 6, 7 except 1=-200(LC 17), 8= 244(LC 12), 2=-281(LC 12) Max Grav All reactions 250 Ito or less at joint(s) 1, 6, 7 except 8=373(LC 17), 2=388(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-692/207, 2-3=-312/125 WEBS 3-8=-286/748, 4-7=-141/279 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft B=150ft; L=100ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 6-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) . 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. 8) Bearing at joint(s) 9, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 7 except (jt=lb) 1=200, 8=244, 2=281. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII--7473 rev. f0/03/2015 BEFORE USE Design valid for use only with MITek0 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 fabricatlom storage, delivery, erection and bracing of trusses and thus systems, seeANSI/TPIi 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, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star Ttta91172 74497 ' PBO GABLE 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL a ORM 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Aug 22 11:42:48 2017 Page 1 1D:04141 DCB7QwRG?h?eJCrfKzY77F-LR85bx2vEHzcnZFQ5ajDv5hojSwNGbS23HsdQPylJs5 4x4 = 3x4 II Scale = 1:25.0 4x4 = 8 7 6 2x3 11 2x3 11 3x4 = � 11-1-11 11-1-11 LOADING (psf) SPACING- 2-0-0 I CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 TCDL 7.0 Lumber DOL 1.25 BC 0.22 BCLL 0.0 ' Rep Stress Incr NO WB 0.22 BCDL 10.0 Code FBC2014/fP12007 (Matrix) DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(TL) n/a n/a 999 Horz(TL) -0.00 6 n/a n/a Weight: 46 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-11-3 oc puffins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-1-11. (Ib) - Max Harz 1=232(LC 12) Max Uplift All uplift 100 lb or less at joints) 6 except 1= 195(LC 17), 2=-285(LC 12), 8=-235(LC 12), 7=-129(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 6, 7 except 2=399(LC 17), 8=358(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-819/221, 2-3=-424/105 WEBS 3-8=-273/723, 4-7=-144/385 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/fP1 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 6-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * 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. 8) Bearing at joint(s) 9, 6 considers parallel to grain value using ANSI(TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except Qt=lb) 1 =1 95 , 2=285, 8=235, 7=129. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 0 WARNING - V fify design parameters and READ NOTES ON THIS AND INCLUDED MrTEKREFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing We[( Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricaliom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DS8.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22.314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star T11891173 74497 PBP GABLE 1 1 Job Reference (optional) Chambers Truss, . Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Aug 22 11:42:49 2017 Page 1 ID:04141 DCB7QwRG?h?eJCrfKzY77F-pdiToG2X_b5TOipdfHESRIE?YsG??2xBlxbAyrylJs4 Scale = 1:20.6 3x6 = 2x3 11 3x4 11 9 8 7 3x5 = 2x3 I 2x3 I I 3x4 = 11-1-11 i 1-1-11 Plate Offsets (X Y)-- f2:0-0-4 0-0-01 f4:0-3-0 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 42lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-1-11. (lb) - Max Horz 1=173(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 1, 7 except 2=-159(LC 12), 9=-224(LC 12), 8=-169(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 2, 7 except 9=336(LC 17), 8=273(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-551/143, 2-3= 315/79 WEBS 3-9=-255/675, 5-8= 202/478 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=2ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 6-0-0 oc. 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) Bearing at joint(s) 10, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7 except Qt=lb) 2=159, 9=224, 8=169. 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is fused 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 ek' M! lT Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 20005 Southern Star T11891174 74497 • V4 VALLEY 3 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 mi I eK Industries, ino. rue Aug 22 11:4z:49 L01 1 Pagel ID:04141 DCB7QwRG?h?eJCrfKzY77F-pdi7oG2X_b5TOipdfHESRIE7VsHe?5381xbAyrylJs4 2-0-0 i 4-0-0 r 2-0-0 2-" 3x4 i 3x6 = Scale = 1:7.8 2 4-0-0 3x4 O LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 11 lb Fr = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=102/4-0-0, 3=102/4-0-0 Max Horz 1=-33(LC 10) Max Upliftl=-62(LC 12), 3=-62(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=1501t; L=100ft eave=llit; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1111I--7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members oNy. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star r11as1r7s 74497 • V8 VALLEY 3 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 3x4 2x3 11 4x4 = 8-0-0 8-0-0 7.640 s Aug 16 2017 M7ek Industries, Inc. Tue Aug 22 11:42:50 2017 Page 1 ID:04141 DCB7QwRG?h?eJCrfKzY77F-HpGrOc391uEKOsOpD?Ih_WnCXFcDkX3KXaLkUlylJs3 8-0-0 4-" 3x4 Scale = 1:15.0 LOADING (psf) TCLL 20.0 TCDL 7:0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.56 BC 0.19 WB 0.08 (Matrix) ' DEFL. in Vert(LL) n/a Vert(fL) n/a Horz(fL) 0.00 (loc) I/dell L/d n/a 999 n/a 999 3 n/a n/a PLATES GRIP MT20 244/190 Weight: 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=125/8-0-0, 3=125/8-0-0, 4=250/8-0-0 Max Horz 1=-81(LC 10) Max Upliftl=-96(LC 12), 3= 96(LC 12), 4=-111(LC 12) Max Gravl=129(LC 17), 3=140(LC 18), 4=250(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-165/269 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150fh L=100ft; eave=l lfh Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 3 except at=lb) 4=111. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 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 properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 20005 Southern Star T71 Bs1 ns 74497 • VA GABLE 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 Mirek Industries, Inc. Tue Aug 22 11:42:50 2017 Page 1 I D:04141 DCB7QwRG?h?eJCrfKzY77F-HpGrOc3gluEKOsOpD?ih_W n69FfikW OKXaLkU lylJs3 i-1-7-10 4-5-4 9-6-2 10-6-2 1-7-10 4-5-4 5-0-14 1-0-01. Scale = 1:24.4 4x6 = m 0 10 3x6 1 I 3x4 = 9 6 3x6 2x3 11 3 q= I I 2-0-0 2-0-0 4-5-4 2-5-4 7-6-2 3-0-14 9-6-2 2-0-0 Plate Offsets (X,Y)-- (4:0-3-8,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.01 5 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) 0.01 5 n/r 90 BCLL 0.0 ' Rep Stress Incr NO WB 0.15 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code FBC2014/FP12007 (Matrix) Weight: 47lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD . Rigid ceiling direct(yappiled or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 9-10. REACTIONS. All bearings 9-6-2. (lb) - Max Horz 10=149(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 9, 7 except 10= 275(LC 12), 6=-197(LC 12), 8=-117(LC 12) Max Grav All reactions 250 lb or less at Joint(s) 6, 9, 7 except 10=258(LC 1), 8=263(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10= 241/718, 2-3=-106/257, 4-6=-184/526 BOT CHORD 6-7=-353/160 WEBS 3-8= 204/414, 4-7=-174/495 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100fh eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for Wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as perANSI/fPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 6-0-0 oc. 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) 9, 7 except Qt=lb) 10=275, 6=197, 8=117. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll--7473 rev. 101032015 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 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 fabdcafion, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 20005 Southern Star T11891177 74497 ` VB GABLE 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 1.640 S Aug lri zul i Mi I eK industries, Inc. Tug Aug zz i i:42:5i 20i / rage i I D:04141 DCB7QwRG?h?eJCrfKzY77F-I?qD Dy4nW CMBeOz?niGwWjJOnfy3TzRUmE4H 1 ky1Js2 -1-7-10 4-5.4 9-6-2 10-6-2 1-7-10 4-5-4 5.0-14 1-0-0 4x6 = Scale = 1:22.8 7 6 3x8 11 2x3 II 5x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.01 5 n/r 120 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(TL) 0.03 5 n/r 90 BCLL 0.0 ' Rep Stress Incr NO WB 0.14 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 7=262/9-6-2, 4=236/9-6-2, 6=346/9-6-2 Max H orz 7=152 (LC 11) Max U pi I ft7=-283 (LC 12), 4=-213(LC 12), 6= 151(LC 12) Max Grav7=315(LC 17), 4=236(LC 1), 6=371(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-286/784, 2-3=-192/339, 3-4= 187/294 WEBS 3-6=-241/458 PLATES GRIP MT20 244/190 Weight: 39lb FT=20% Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.opsf; h=24ft; B=150ft; L=100ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/rPi 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 6-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=283, 4=213, 6=151. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED mrTEK REFERANCE PAGE MII-7473 rev. 10/OZ2015 BEFORE USE. Design valid for use only with MiTek® connectors.lhis 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 6904 Parke East Blvd. fabricalion, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type city Ply 20005 Southern Star T11891178 74497 vC GABLE 1 1 % Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 Mrrek Industries, Inc. Tue Aug 22 11:42:52 2017 Page 1 1 D:04141 DCB7QwRG?h?eJCrfKzY77F-DCNbR15PH W U2FAYCKQn93xsZF3LgCQYd_uggZAylJs 1 -1.0-D 5-8-13 11-5-10 12-5-10 1-0.0 5 8-13 5 8-13 1-0-0 5x6 = 10 3x4 = 9 8 7 63x6 II 3x6 11 2x3 11 3x4 = Scale = 1:26.1 2-2-1 7-1-9 2-2-1 Plate Offsets (),Y)-- f2:0-3-8 Edgel (4:0-3-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.01 5 n/r 120 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Vert(TL) 0.01 5 n/r 90 BCLL 0.0 ' Rep Stress Incr NO WB 0.15 Horz(TL) 0.00 7 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 53 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-9,4-7: 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 11-5-10. (lb) - Max Horz 10=-161(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 9, 7 except 10=-230(LC 12), 6=-230(LC 12), 8=-130(LC 12) Max Grav All reactions 250 lb or less at joint(s) 10, 6, 9, 7 except 8=303(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-216/575, 2-3=-148/334, 3-4=-131/334, 4-6=-216/579 BOT CHORD 9-10— 416/303, 6-7= 425/185 WEBS 3-8=-227/448, 2-9=-234/483, 4-7=-204/488 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=2ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANS)/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 6-0-0 oc. 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) 9, 7 except Qt=lb) 10=230, 6=230, 8=130. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE 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 bullding 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 MOW 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, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Sireet, Suite 312. Alexandria, VA22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 20005 Southern Star T11891779 74497 % VD GABLE 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Aug 22 11:42:52 2017 Page 1 ID:04141 DCB7QwRG?h?eJCrfKzY77F-DCNbR15PHW U2FAYCKQng3xsZK3KwCQEd_uggZAylJs 1 i 5-8-13 + 11-5-10 5-8-13 5-8-13 4x4 = Scale = 1:20.8 I7 a a 7 s 3x4 3x4 2x3 I I 2x3 I I 2x3 1 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.12 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 PLATES GRIP MT20 244/190 Weight: 42lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied orb-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 11-5-10. (lb) - Max Horz1=-129(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 7 except 8=-191(LC 12), 6=-191(LC 12) Max Grav All reactions 250 lb or less at Joint(s) 1, 5, 7 except 8=286(LC 17), 6=286(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-223/557, 4-6=-223/557 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=24ft; B=150ft; L=100ft; eave=2ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 3-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atJoint(s) 1, 5, 7 except Qt=lb) 8=191, 6=191. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MITek0 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 appllcablllty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indlcated,ts to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and 10 prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricallon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandricl. VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-'/1 d' X For 4 x 2 orientation, locate plates 0-110 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 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 (suppprts) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: AN$I/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 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS 0 of O U a- O f3 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: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum.plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.