Loading...
HomeMy WebLinkAboutTrussA=LIFE SAFETY WARNING This symbol identifies Life Safety Warnings that should be read given special attention by all persons installing trusses. Al SPAGNG NOTE DON'T LIFT TRUSSES WITH SPANS LONGER THAN 30' BY THE PEAK. CONSULT BCSI ALL TRUSSES ARE TO BE SET AT 2•-0: ON CENTER EXCEPT AS NOTED INDICATES LOAD BEARING REQUIRED BY TRUSSES SUPPLIED BY BUILDER AT A HEIGHT OF 8'-0" ABOVE FINISHED FLOOR INDICATES LOAD BEARING REQUIRED BY TRUSSES SUPPLIED BY BUILDER AT A HEIGHT OF 9'4" ABOVE FINISHED FLOOR A ARRANGE WITH CRANE OPERATOR IN ADVANCE FOR A SPREADER BAR OF 19' - 26' IN LENGTH A Do not stand on trusses until they are braced per BCSI & properly nailed to stra METAL ROOFS SHOW IMPERFECTIONS. SPECIAL INSTALLATION CARE MUST BE TAKEN MULTIPLE PLY TRUSSES MUST BE -ASTENED TOGETHER PER ENGINEERING BEFORE SETTING. REFER TO ENGINEERING DRAWING TO DETERMINE A IF MULTIPLE PLY. All load bearing walls, headers, beams & lintels must be in place at indicated height before trusses A are installed. A I I00, 12'-3" I I 0. I I I V4 I I I I I VD I I I I I I I VC I I I I I I I I I I I vL1 I I I I I I VA I I I I I I I I VGE I I I I I I I GRB — —1— — — — — — — — L — — — — — — — — — — — — — — — — — — — — — — — — — — • I I I I EE1 I I I I I 4I I I I I I I I I I I SGE1 --————————————— --J--------L—————————I---——————————————— ——I I I I I I I I I I -- - - - - - - - - - - - - - - - - - - - - - - - I I I 1 T-5 1 /2" I 10'-11 1/2" NOTES: * ALL CEILINGS ARE FLAT. * DORMERS ARE NON -ACTIVE. * BUILDER TO CAT BETWEEN TRUSSES AT STUDY ENTRY. LEARE 1I�F2OTED ELSEWHERE ON THIS LAYOUT, THESE TRUSSES DESIGNED FOR AIR HANDLERS IN THE ROOF OR FOR HER A/C REQUIREMENTS. THIS MAY BE IN CONFLICT BUILDING CODE AND A/C DESIGN REQUIREMENTS. WITH BUILDING DEPARTMENT AND A/C CONTRACTOR. ps & hangers Carrying Girder For Truss to Truss Connections see hang er/con nectoryNallsmustbeas de tabs o schedule in engineeringenels. package. Carried Truss upset=114" heel=41/16" PLUMB CUT END 2 x 4 Top Chord WALL HEIGHT VARIES TYPICAL END DETAIL e i„i ly,,,/I�� �.1 14 • • •- 30' Span or less A V\ 0 degrees or less --1 /2 —► Tag Line span approx. REFER TO BCSI Truss must be set this way if crane used. Truss is an example, your truss may not match. Insist crane operator sets truss this way. 30' to 60' Span I Spreader Bar }Tag _Approx 2/3 tom Line 1/2 of Span REFER TO BCSI tss must be set this way if crane used. This is an example• truss may not match. Insist crone operator sets truss this way. SEAT PLATES BY CHAMBERS U REPRESENTS A HANGER Hanger Schedule --.-- _--------_ �r__nvA OTTLTAL r-AV70 ..t oa cl,mxm V JG IIV JLV Carried truss 1Vi Lt ��, vV��.v Carrying truss -... •--�---- Hanger ID ----- Fasteners for Carried truss Fasteners for Carrying truss GRG GRA SUR210 10-10d x 1 '/2 10-16d 134,135,G6 GRA SUR24 4-10d x 1 'h 4-16d G7. G8 GRA SUR24 4-1Od x 1 '/2 4-16d *Please refer to Standard Engineering pacKage for gcuclat 111a"....... a ..............•s •, ..b .,. l Od=0.148"x 3" 16d=0.162" x 3 1/2" 66 TRUSS DRAWINGS ARE ATTACHED TO LAYOUT FABRICATION AGREEMENT TRUSSES CANNOT BE STARTED UNTIL THIS AGREEMENT IS SIGNED 3 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, which Is 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 certified mail to Chambers Truss within ten (10) days of delivery the undersigned agrees that no backcharges will be allowed. In the event such written notice is furnished Chambers Truss shall have three (3) bugbness days in which to begin repairs required, or to substitute other trusses, at Chambers option. 4. The undersigned acknowledges receipt of "BCSI 1-03" summary sheet by TPI & WTCA. 5. Dellvery is to Job site. It Is the buyer's responsibility to make the job she suitable for delivery. Chambers Truss has the sole authority to determine the suitability of the job site or 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 if Chambers Truss has to redeliver because job site Is not prepared for delivery or buyer is not prepared for delivery of trusses. Buyer is responsible to Chambers Truss for towing costs due to site conditions. S. Price as shown in paragraph 7 below is subject to change B any changes are made In this layout 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 If no agreement a reasonable pros. Invoice will be made on delivery and paid within terms of net on delivery. Invoice may be made at scheduled date of delivery If buyer cannot accept delivery of fabricated trusses. The undersigned agrees to pay Chambers Truss reasonable attorney's fee for collections In event of payment not timely made. 1-1/2 %, per month service charge will be added for all sums not paid within terms. S. Signature or initials anywhere on this sheet constitutes agreement to all terms herein. 9. In consideration 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 undersigned agrees to pay such Indebtedness Including attorneys fees, if default in payment for material be made by the recipient. 10. In the event of any litigation concerning this agreement, the items furnished hereunder or payments referred to herein, the parties agree that the sole venue for any such action will be Saint Lucie County, Florida. 11. Design responsibilities are per "National Standard And Recommended Guidelines On Responsibilities For Construction Using Metal Plate Connected Wood Trusses ANSVTPI/WTCA 4-2002- DATED V, SIGNED FOR TITLE Aspfeaderbarmay be Bgtt3led per"BCSI 14W to preventltljuly & damage. Multiple ply trusses must be fastened together per engineering before they are set, failure to do so can result In roof collapse. Temporary and permanent bracing are required and can save life and property and Is the responsibility of the truss erector. Study the contents of the Information packet Included on delivery before setting trusses. Tn>saes mustbesetand braced perdesign to provent"ury & damage. Trusses must be set plumb and square Do not set bunks or stack of plywood, roofing material or any other concentrated loads on trusses, 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 Plerce, Florida 34982-6423 800-551-5932 Fort Pierce 772465-2012 Fax 772-465-8711 Vero Beach 772569-2012 Stuart 772-2863302 Web Site: CHAMBERSTRUSS.COM Finall- MAII 0CHAMRFRSTRI ISS-COM 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 15 4.2 Bottom Chord Live 10 Non -Concurrent Bottom Chord Dead 10 3 TOTAL Load 45 7.2 Duration Factor 1.25 Wind Speed 170mph Top Chord C.B. Sheeting by builder. Bottom Chord C.B. Sheeting by builder. Highest Mean Height 16'-0" Building Type ENCLOSED Building Category II:Non Restrictive Exposure Category C Barrier Island No Conforms to FBC 2010 R.D.L.=Restrainin Dead Load C.B.=Continuous Bracing Verify DESIGN CRITERIA shown above with the building department and your engineer. Design Criteria is the responsibility of the Building Designer and/or En_ ineer of Record. Chambers Truss Inc. Drawing Name: 71900 Scale: 1 /4 = 1' 147 total trusses, 66 different trusses. MI 4: RLC ACAD: RLC Reviewed By:3",�yj/ Date: 05/20/14 FOR RON RAYMOND DESCRIPTION: HENDRY PAGE 1 of 1 CUSTOMER INITIALS EACH PAGE 71900 ® Lumber design dal*ues are in accordance with ANSI/TPI 1 section 6.3 These truss designs- rely on lumber values established by others. MiTek® RE: 71900 -Hendry MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Ron Raymond Project Name: Hendry Model: Tampa, FL 33610 4115 Lot/Block: Subdivision: Address: unknown City: St. Lucie County 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: FBC2010/TPI2007 Design Program: MiTek 20/20 7.3 Wind Code: ASCE 7-10 [All HeighlI Wind Speed: 170 mph Roof Load: 45.0 psf Floor Load: N/A psf This package includes 66 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# I Truss Name I Date I No. I Seal# I Truss Name Date 1 IT6319505 I Al 5/20/014.18 IT6319522 I D 5/20/014 12 I T6319506 I A2 15/20/014 119 I T6319523 I E1 15/20/014 13 I T6319507 I A3 15/20/014 L20 I T6319524 I E 15/20/014 1I T6319508 I A4 15/20/014 121 I T6319525 I G 1 15/20/014 15 I T6319509 I A5 15/20/014 122 I T6319526 I G2 15/20/014 16 I T6319510 I A6 15/20/014 123 I T6319527 I G4 15/20/014 17 I T6319511 I A7 15/20/014 124 I T6319528 I G5 15/20/014 18 I T6319512 I A8 1 5/20/014 I.25 I T6319529 I G6 15/20/014 19 I T6319513 I A9 15/20/014 126 I T6319530 I G7 15/20/014 110 I T6319514 I A9A 15/20/014 127 I T6319531 I G8 15/20/014 Ill I T6319515 I A 15/20/014 128 I T6319532 I G 15/20/014 112 I T6319516 I B1 15/20/014 I29 I T6319533 I GEA 15/20/014 113 I T6319517 I B 15/20/014 1,30 I T6319534 I GED 15/20/014 114 I T6319518 I BH 1 15/20/014 1 31 I T6319535 I G EG 15/20/014 115 I T6319519 I BH2 15/20/014 132 I T6319536 I GRA 15/20/014 116 I T6319520 I C 15/20/014 133 I T6319537 I GRB 15/20/014 117 I T6319521 I D1 15/20/014 I34 I T6319538 I GRE 15/20/014 I The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2015. IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, I per ANSI/TPI-1, Chapter 2.J�Q �� PS A q 80 r � ;�� :• STATE OF .' U < 0 R IV �N &/O N AL ;G FL Cert. 6634 May 20,2014 wlpy,lv; Alban, Thomas 1 of 2 1. y RE: 71900 -Hendry Site Information: Customer Info: Ron Raymond Project Name: Hendry Model: Lot/Block: Subdivision: Address: unknown City: St. Lucie County State: FL No. Seal# I Truss Name I Date 135 IT6319539 I G RG 5/20/014 3366 I T6319540 J J 1 1 5/20/014 137 1 T6319541 I J3 1 5/20/014 138 I T6319542 I J5 1 5/20/014 139 I T6319543 I JA 1 5/20/014 140 I T6319544 I K 1 5/20/014 141 I T6319545 I KJ3 1 5/20/014 142 I T6319546 I KJ5 1 5/20/014 143 I T6319547 I KJA 1 5/20/014 144 I T6319548 I MV2 1 5/20/014 145 I T6319549 I MV4 1 5/20/014 146 I T6319550 I MV6 1 5/20/014 47_ 1 T6319551 I SGE1 1 5/20/014 148 I T6319552 I SGEA 1 5/20/014 149 I T6319553 I SGEB 1 5/20/014 150 I T6319554 I SGEC 1 5/20/014 51 I T6319555 I V4 1 5/20/014 52 I T6319556 I V8 1 5/20/014 153 I T6319557 I V12 1 5/20/014 154 I T6319558 I V16 1 5/20/014 55 I T6319559 I V20 1 5/20/014 156 I T6319560 I V24 1 5/20/014 157 1 T6319561 I VA 1 5/20/014 58 I T6319562 I VB 1 5/20/014 159 I T6319563 I VC 1 5/20/014 160 I T6319564 J VD 1 5/20/014 161 I T6319565 I VE 1 5/20/014 62 I T6319566 J VF 1 5/20/014 163 I T6319567 I VG 1 5/20/014 164 I T6319568 I VGE1 1 5/20/014 1 165 I T6319569 I VGE 1 5/20/014 166 I T6319570 J VH 1 5/20/014 1 2of2 Job I russ Truss Type aty Ply Hendry T6319505 71900 Al HIP 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue May 20 15:34:10 2014 Page 1 ID:oHTg505Ds3TR?kt?m49ZGyzbQDE-yhipPvl8WMWMdEIg8kLWnl7MDi92cRbzxl1 pjwzEaNB 8-2-0 16-4-1 21-3.15 26-11-2 31-4-3 37-8-0 39-6-0 , 2-0-0 8-2-0 8-2-0 4-11-14 5-7-3 4-5-1 63-13 2-0-0 Scale = 1:70.8 5.00 12 7x8 �- 5X6 = 1I7 0 3x5 2x3 II 4x6 = 3x4 = 3x8 = 4x6 = 6x8 = 3x5 = 8-2-0 16-4-1 , 21-3.15 31-4-3 37-8-0 , 8-2-0 8-2-0 4-11-14 10-0-4 6-3-13 Plate Offsets MY): r2:0-3-0,0-1-81,f5:0-4-0,0-2-21,f6:0-3-0,0-2-41,f12:0-3-8,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.52 Vert(LL) -0.19 12-14 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.50 Vert(fL) -0.51 12-14 >738 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.52 Horz(TL) 0.09 12 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix-M) Weight: 195 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc p6dins. 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 3-15, 5-14, 7-12 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1334/0-7-10 (min. 0-1-13), 12=1782/0-7-10 (min. 0-2-6), 10=138/0-7-10 (min. 0-1-8) Max Horz2= 342(LC 6) Max Uplift2= 890(LC 8), 12=-1001(LC 8), 10=-220(LC 8) Max Grav2=1512(LC 13), 12=2001(LC 2), 10=239(LC 14) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2667/1374, 3-4=-1702/945, 4-5=-1581/969, 5-6— 1231/850, 6-7=-1410/855, 7-8=-1441721, 8-9=-157/629, 9-10=-3001707 BOT CHORD 2-17=-1072/2551, 16-17=-1072/2551, 15-16=-1072/2551, 14-15— 485/1530, 13-14=-272/822, 12-13=-272/822, 10-12= 573/435 WEBS 3-17=01336, 3-15= 1118/641, 5-15=-217/545, 5-14=-535/229, 6-14=-71/252, 7-14=-100/607, 7-12= 1992/1010, 9-12=-421/323 rlrrr°° NOTES ����" PS A, q 1) Unbalanced roof live loads have been considered for this design. o 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=6ft; Cat. II; 10,.•�C E•N S' < '9 Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. �. -� • �'`si 4) This truss has been designed fora 10.0 psf bottom chord five load nonconcurrent with any other live loads. ?3 O 3 93 8 0 .. 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 wig fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 890 lb uplift at joint 2, 1001 lb uplift at joirT c ' _, . - viz 12 and 220 lb uplift at joint 10. -ramM 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O •,• ATE LOAD CASE(S) Standard i�,,(�'T� p fi ....... ... O P'•�=��, i . i,'�sS"O N A� �,.``�. FL Cert. 6634 May 20,2014 WARMNG - Verify design parameters and READ NOTES ON rf(iS Altm INCLUDED MIrEKREPERENCE PAGE MI(-7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer -not truss designer. Bracing shown iVY�O is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional bracing the is the the building designer. For MiTek° permanent of overall structure resporsiblify, of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East BMd. Safety Informal) n available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. aSauthem Pine (SP) lumber is specified, the design vafues are thane effective 05/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Hendry T6319506 71900 A2 COMMON 1 1 Job Reference (optional) Chambers 1 russ Inc., Fort Pierce Ff. 34982 7.350 S Sep 27 2012 MIT6K Industries, Inc. TUe May 20 15:34:11 2014 Page 1 ID:oHTg505Ds3T R?kt?m4?ZGyzbQDE-QtGBdFm nGgeC EOtOhRslKyga26UaLsJj mymNFMzEaNA 2-0 0 , 6-3 5 12-6.11 18-10.0 25-5-9 31-4-3 37-8.0 39-8.0 2-0-0 6.3.5 6.3-5 6.7-9 5-10-10 6-3-13 2-0-0 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 5x8 = 5.00 12 Scale = 1:70.8 3x5 i 3x4 = 4x6 = 3x8 = 5x6 = 3x6 If 3x5 = SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010ITP12007 CS] DEFL in (loc) I/defl Ud TC 0.33 Vert(LL) -0.1714-16 >999 360 BC 0.55 Vert(TL) -OA914-16 >765 240 WB 0.68 Horz(TL) 0.08 12 n/a n/a (Matrix-M) PLATES MT20 GRIP 244/190 Weight: 193 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-11 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 5-14 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1366/0-7-10 (min. 0-1-13), 12=1822/0-7-10 (min. 0-2-6), 10=129/0-7-10 (min. 0-1-8) Max Horz2=384(LC 7) Max Uplift2=-886(LC 8), 12=-1012(LC 8), 10= 212(LC 8) Max Grav2=1537(LC 13), 12=2003(LC 2), 10=256(LC 20) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2779/1460, 3-4=-2418/1284, 4-5= 2284/1295, 5-6=-1413/883, 6-7=-1417/878, 7-8=-1045/705, 8-9=-1188/688, 9-10= 294/778 BOT CHORD 2-16=-1174/2762, 15-16=-768/2064, 15-23=-768/2064, 14-23=-768/2064, 13-14=-346/1051, 12-13=-608/419, 10-12=-608/419 WEBS 3-16=-485/384, 5-16=-205/620, 5-14=-978/574, 6-14=-337/592, 7-14=-105/420, 7-13=-663/395, 9-13= 827/1790, 9-12— 1853/1030 NOTES ,�►� S A 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=6ft; Cat. II; ��� �O\V: • • Ci•E•N Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 ��?: • � SF �' 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3938 0 4) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will: fit 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 886 lb uplift at joint 2, 1012 lb uplift at joir� >k 12 and 212 lb uplift at joint 10. {� 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. =ATE :• LOAD CASE(S) Standard -0�`.;°� R 1 �O N A� E 0% FL Cert. 6634 May 20,2014 Q WARNING - Verify design parameters and READ NOTES ONTNIS AND INCLUDED M EIV REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. �" Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional bracing the is the iTek° permanent of overall structure responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPll Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. if SAthem Pine (SP) lumber is specified, the design values ere those effective 06/01/2013 by ALSC 6904 Parke East Blvd. Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply Hendry T6319507 71900 A3 COMMON 3 1 Job Reference (optional) unamcers I russ Inc., port Pierce H. a4962 7.350 s Sep 27 2012 Mlek Industries, Inc. Tue May 2015:34:12 2014 Pagel ID:oHTg505Ds3T R?kt?m4?ZGyzbQDE-u3gZgbmP l_m3SYSC F9N_sACInW pp4JYs_cWwoozEaN9 -2-,0-0 63-5 12-6-11 18-10-0 25-5-9 31-4-3 , 37-8-0 39-a0 2-0-0 ' 6 3.5 6-3 5 6 3-5 6 7-9 5-10-10 6 3 13 2-0-0 5x6 = 5.00 12 Scale= 1:68.5 1I7 0 3x5 / 3x4 = 4x6 = US = 5x6 = 3x6 11 3x5 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress [nor YES Code FBC2010lrP12007 CSI DEFL in (loc) Vdef] Ud TC 0.33 Vert(LL) -0.1714-16 >999 360 BC 0.55 Vert(rL) -OA914-16 >764 240 WB 0.68 Horz(TL) 0.08 12 n/a n/a (Matrix-M) PLATES MT20 GRIP 244/190 Weight: 193 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-11 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 micipt 5-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1366/0-7-10 (min. 0-1-13), 12=1824/0-7-10 (min. 0-2-6), 10=127/0-7-10 (min. 0-1-8) Max Horz2=388(LC 7) Max Uplift2= 886(LC 8), 12=-1014(LC 8), 10=-211(LC 8) Max Grav2=1536(LC 13), 12=2005(LC 2), 10=255(LC 20) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 2775/1459, 3-4=-2414/1284, 4-5=-2281/1295, 5-6— 1405/879, 6-7=-1409/874, 7-8=-10431704, 8-9=-1185/687, 9-10— 293/782 BOT CHORD 2-1 6=- 1173/2762, 15-16=-768/2064, 15-23=-768/2064, 14-23=-768/2064, 13-14= 345/1049, 12-13=-612/422, 10-12=-612/422 WEBS 3-16=-485/383, 5-16=-205/620, 5-14=-998/590, 6-14=-355/611, 7-14=-116/402, 7-13= 664/396; 9-13=-830/1793, 9-12— 1855/1031 NOTES �� ,tyt411111I/�1, `P�j 1) Unbalanced roof live loads have been considered for this design. A. `� �e 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=6ft; Cat. II; `,•'�G E•N S' •• •9 Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 /Q 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. � O 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 wi=li 39380 * 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 886 lb uplift at joint 2, 1014 lb uplift at joinT 12 and 211 lb uplift at joint 10. : a {� y 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. x� b ATE LOAD CASE(S) Standard "0i %.. 11�1 Q;•• ��♦ S�O N AL E�.�s• /11111111 FL Cert. 6634 May 20,2014 Q WARAITNG - Verify design parmnefers and RE&D NOTES ON THIS AVID INCLUDED MITESREPERENCE PAGE D7fl-7473 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. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not him designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional bracing the is the the building designer. Welk' permanent of overall structure responsibility of For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. lfSouthernPispecified, th areoseeffective06/01/201 a Tampa, ,FL33610-4115 oTruss Truss Type Qty Ply Hendry T6319506 71900 A4 COMMON 2 1 Job Reference (optional) Chambers I russ Inc., tort Fierce t-I. 34952 /.3bu s Sep 2/ 2u12 MI I eK Inaustbes, Inc. I ue May 2u 1 b:34:12 04 Fage 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-u3gZgbmP1_m3sYSCF9N sACmzWgb4Mvs_cWwoozEaN9 2-0-0 , 6-3-5 12-6-11 18-10-0 25-1-5 28-7-3 i 32-0 8 37-8-0 2-0-0 6-3-6 6-3.5 6-3 5 3.5-14 3 5-4 5-7-8 5x6 = 5.00 12 Scale = 1:66.1 1I71 v 0 3x4 = 3z6 = 3x8 = 3x6 = 6x8 = 3x5 = 3x5 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) -0.13 14-16 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.50 Vert(fL) -0.37 14-16 >919 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.47 Horz(TL) 0.06 12 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 190lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4SPNo.3 WEBS REACTIONS (lb/size) 2=1223/0-7-10 (min. 0-1-10), 12=1961/0-7-10 (min. 0-2-7), 11=78/Mechanical Max Horz2=379(LC 7) Max Uplift2=-792(LC 8), 12= 1106(LC 8), 11=-70(LC 4) Max Grav2=1393(LC 13), 12=2080(LC 2), 11=207(LC 20) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2412/1225, 3-4=-2048/1048, 4-5=-1914/1059, 5-6=-985/635, 6-7=-982/631, 7-8=-308/86918-9= 318/797, 9-10=-390/831, 10-11= 669/615 BOT CHORD 2-16=-1036/2408, 15-16=-624/1707, 15-23=-624/1707, 14-23=-624/1707, 14-24=0/279, 13-24=0/279, 12-13=0/279, 11-12= 489/832 WEBS 3-16=-492/387, 5-16=-212/615, 5-14=-994/595, 6-14=-173/373, 7-14=-233/870, 7-12=-1793/977, 10-12=-449/340 Structural wood sheathing directly applied or4-7-10 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 5-14, 7-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES %%%r,1►/111111/����' 1) Unbalanced roof live loads have been considered for this design. `%%_t� NS A. 2) Wind: ASCE 7-10; VuR=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B--45ft; L=50ft; eave=6ft; Cat. II; `�•.. E N Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) The solid section of the plate is required to be placed over the splice line at joint(s) 15. • �'ij 4) Plate(s) at joints) 15 checked fora plus or minus 5 degree rotation about its center. O 3938 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 wiz fit between the bottom chord and any other members, with BCDL = IO.Opsf. = --: 7) Refer to girder(s) for truss to truss connections. :: ATE .• 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 792 lb uplift at joint 2, 1106 lb uplift at joint � 12 and 70 lb uplift at joint 11. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ��°°�s • 0 R �� %e%� LOAD CASE(S) Standard FL Cert. 6634 May 20,2014 ® WARMNG - Verify desig. parma 4. and READ NOTES ON THIS AND fNCLODED MITEKREFERENCE PAGE MD-7473 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. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Additional bracing the Is the the building designer. For MiTek' erector. permanent of overall structure responsibility of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/IPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sately Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Its outhern trine (SP) lumber is specified, the design values are those effective 06/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty ply Hendry T6319509 71900 A5 COMMON 2 1 Job Reference (optional) Chambers I russ Inc., Fort Pierce Ft. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue May 20 15:34:13 2014 Page 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbODE-MGNy2xnloHuwUi1 PpsuDPNlxivAlpp90DGFUKFzEaN8 6-3-5 12-6 11 18-10.0 25-1-5 28-7-3 32.0-8 37-8 0 6-3-5 6-3-6 6-3.5 6-3-5 3-5-14 3-5--4 5-7-8 5x6 = 5.00 12 Scale: 3/16'=l' 13 _ _ 11 3x4 = 3x6 = 3x8 _ 3x6 = 6x8 = 3x5 = 3x5 = LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2010[TP12007 CSI DEFL in (loc) Udefl L/d TC 0.32 Vert(LL) -0.1313-15 >999 360 BC 0.50 Vert(fL) -0.3713-15 >929 240 WB 0.47 Horz(TL) 0.06 11 n/a n/a (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 WEBS REACTIONS (lb/size) 1=1101/0-7-10 (min. 0-1-8), 11=1963/0-7-10 (min. 0-2-7), 10=77/Mechanical Max Horz 1=-351(LC 6) Max Upliftl=-619(LC 8), 11=-1109(LC 8), 10=-70(LC 4) Max Gravl=1254(LC 13), 11=2083(LC 2), 10=206(LC 20) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 2427/1243, 2-3=-2058/1061, 3-4=-1925/1072, 4-5=-986/636, 5-6= 984/633, 6-7= 311/871, 7-8= 321/799, 8-9= 393/833, 9-10=-668/617 BOT CHORD 1-15=-1055/2424, 14-15=-630/1712, 14-22=-630/1712, 13-22=-630/1712, 13-23=0/279, 12-23=0/279, 11-12=0/279, 10-11=-491/832 WEBS 2-15=-499/39614-15=-223/624, 4-13=-999/600, 5-13=-174/374, 6-13=-235/872, 6-11=-1796/980, 9-11=-449/340 PLATES GRIP MT20 244/190 Weight: 187 lb FT = 0% Structural wood sheathing directly applied or 4-7-5 oc purlins Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 4-13, 6-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. to - NOTES ``,1111111111►1/1', 1) Unbalanced roof live loads have been considered for this design. N%%% 0PS, A. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=6ft; Cat. II; `%N •.•�G E (� S •. 9 Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) The solid section of the plate is required to be placed over the splice line at joint(s) 14. 4) Plate(s) at joint(s) 14 checked for a plus or minus 5 degree rotation about its center. O 393 80 - 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wim ' fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 619 lb uplift at joint 1, 1109 lb uplift at joint � pATE 11 and 70 lb ulift at joint 10. T'. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. i" � •' • 4 0 R 1'� LOAD CASE(S) Standard 'ON A1- 111111111111�, F7FL Cert. 6634 May 20,2014 0 WARNING - Verify design parmnetes and READ M07ES ON THIS AND INCLUDED Mt7BKREPERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional bracing of the Is the the building designer. For MiTek' permanent overall structure responsibility of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Southem Piste 15P) lumber is specified, the design values Are tbase effective 06/01/2013 by ALSC 6904 Parke East Blvd. Tampa, FL Ea 10-4115 Job Truss Truss Type Qty Ply Hendry T6319510 71900 A6 COMMON 6 1 Job Reference (optional) cnamoers i russ inc., ion Fierce H. u4vuz r.aou s sep Zr ZUle Mu eK maumnes, ,nc. , ue may eu i o:sq:iq zv, q rage i ID:oHTg505Ds3TR?kt?m4?ZGycbQDE-gSxKFGofZbOn6scbNaPSxbl5YJUKYAV9Sw?1shzEaN7 12-611 18-10-0 25-1-5 31-4-11 37-" 6-3-5 6-3-5 6-3-5 6-3-5 6-3-5 6-3-5 5x6 = 5.00 12 Scale: 3/16'=1' 3x4 = 4x6 = 3x8 = 46 = 3x4 = 4x5 = 45 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TPI2007 CSI TO 0.37 BC 0.61 WB 0.85 (Matrix-M) DEFL in (loc) Vdefl Ud Vert(LL) 0.27 12-14 >999 360 Vert(rL) -0.68 10-12 >669 240 Horz(TL) 0.18 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 181 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-9 oc pdriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-8-7 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-12, 4-12 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=1571/0-7-10 (min. 0-2-0), 9=1571/Mechanical Max Horzl=-351(LC 6) Max Upliftl=-885(LC 8), 9=-884(LC 8) Max Gravl=1717(LC 13), 9=1717(LC 14) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3578/1902, 2-3=-3227/1726, 3-4=-3088/1737, 4-5=-2267/1319, 5-6=-2267/1319, 6-7=-3090/1737, 7-8=-3227/1726, 8-9=-3581/1902 BOT CHORD 1-14=-1659/3481, 13-14=-1254/2801, 13-21=-1254/2801, 12-21=-1254/2801, 12-22=-1254/2648, 11-22=-1254/2648, 10-11= 1254/2648, 9-10= 1659/3228 WEBS 5-12=-710/1278, 6-12=-987/593, 6-10=-206/598, 8-10=-478/383, 4-12=-986/593, 4-14=-206/597, 2-14=-477/383 NOTES ,�t+e S Atttil OI�� 1) Unbalanced roof live loads have been considered for this design. �� 0 2) Wind: ASCE 7-10; Vutt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCD�,e 3.Opsf; h=16ft; B=45ft; L=50ft; eave=6ft; Cat. II; ��� •.•\G E N S •• e•9 Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 wil` * ; • 1r O 3938 •;'r 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 885 lb uplift at joint 1 and 884 lb uplift at ;{rc joint 9. ATE 7) "Semi -rigid phchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0'.• LOAD CASE(S) Standard �� 0 R 11011111111111114 FL Cert. 6634 May 20,2014 AC&WARMNG-Veyi&desigirparwactersarzdRFAD NOTES ON THIS AND INCLUDED NO7EKREFERENCE PAGE NII-7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the Additional bracing the is the building designer. For M!Tek' erector. permanent of overall structure responsibility of the general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informationavailable from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. if Soutbem Pine (513} lumber is specified, the design values are these effective 06/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type City Ply Hendry T6319511 71900 A7 COMMON 2 1 Job Reference (optional) unamDera I russ Inc., r-On Fneroe H. 348a2 1.3b0 s Sep z7 zo1 z M, I eK Inoustries, Inc. I ue May zo 15:34:1 b 2014 Nage 1 ID:oHTg505Ds3T R?kt?m4?ZGyzbODE-IeViScpHKv8ejOBnwHxhUogG IjgZHdolgakaP7zEaN6 6-35 12.E-11 18-10-0 25-1-5 31-4-11 37-8-0 39-8-0 , 6-3 5 6-3 5 6-3-5 6 3-5 &3.5 6-3-5 2-0-0 5x6 = 5.00 12 Scale = 1:66.6 3x4 = 4x6 = 3x8 = 4x6 = 3x4 = 4x5 = 4x5 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 0I17f 0 O,Edgel, f9:0-1-10,Edgel SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP Plates Increase 1.25 TC 0.37 Vert(LL) 0.27 11-13 >999 360 MT20 244/190 Lumber Increase 1.25 BC 0.61 Vert(rL) -0.68 11-13 >665 240 Rep Stress Incr YES WB 0.84 Horz(TL) 0.18 9 n/a n/a Code FBC2010ffP12007 (Matrix-M) Weight: 184 lb FT = 0% REACTIONS (lb/size) 1=1569/0-7-10 (min. 0-2-0), 9=1692/0-7-10 (min. 0-2-3) Max Harz 1=-379(LC 6) Max Upliftl=-883(LC 8), 9= 1057(LC 8) Max Grav 1 =1 717(LC 13), 9=1856(LC 14) BRACING TOP CHORD Structural wood sheathing directly applied or 3-84 oc pudins. BOT CHORD Rigid ceiling directly applied or 5-10-3 oc bracing. WEBS 1 Row at midpt 6-13, 4-13 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2— 3576/1898, 2-3=-3223/1723, 3-4=-3086/1734, 4-5=-2264/1316, 5-6=-2264/1316, 6-7= 3077/1723, 7-8— 3214/1712, 8-9=-3564/1883 BOT CHORD 1-15=-1578/3500, 14-15=-1173/2820, 14-22=-1173/2820, 13-22=-1173/2820, 13-23= 1169/2642, 12-23=-1169/2642, 11-12=-1169/2642, 9-11=-1561/3211 WEBS 5-13=-708/1275, 6-13— 982/588, 6-11=-195/588, 8-11=-470/374, 4-13=-986/593, 4-15— 206/596, 2-15— 477/383 `���tt�irrrfrlri NOTES ,%%% PS A q I-*., 1) Unbalanced roof live loads have been considered for this design. ,� .......... <e e�� 2) Wind: ASCE 7-10; VuR=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=6ft; Cat. II; `,4•. • `G E s• • "9 o- Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 witll * O 3 9 3 8 0� -' � 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 883 lb uplift at joint 1 and 1057 lb uplift at= joint 9. � X 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. iAT E .'44/ LOAD CASE(S) Standard i �i(� • T ��i F•'• O R 1 Q'.•�=:� 'O N A' ,��., �� FL Cert. 6634 May 20,2014 0 WARNING -Verify design parameters and READ NOTES ONTHIS AlvD INCLUDEDWMKREFERENCE PAGE W1-7473 BEFORE USE. Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. �• Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not buss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the Additional bracing the Is the the building inn iTek• erector. permanent of overall structure responsibility of designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component SafeInformation available from Thus Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If Souty them Pine (SP) lumber is specified, the design values are those effective O6/01/2013 by ALSC 6904 Parke East Blvd. Tampa, FL 33610-4115 o russ Truss ype y y Hendry T6319512 71900 A8 COMMON 1 1 Job Reference (optional) unambers I ruse Inc., port Plel ! H. 34932 7.350 s Sep 27 2012 MI I9K Industries, Inc. -I ue May 20 15:31:15 2014 Page 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-mg34gypv5CGVL9m_U_Sw1ONR37Ao05YSvEU8xzzEaN5 63-5 12-611 18-10-0 25-1-5 31-4-11 37-8-0 39-8-0 6-3-5 r 6 3.5 6-3-56-3 5 6 3-5 6.3 5 2-0 0 US MT18HS= 5.00 12 Scale = 1:68.9 US = 3x4 = US = 3x8 = 4x6 = 3x4 = US = 9-4-14 18-10-0 28-3-2 37-8-0 9-4-14 9-5-2 9-5-2 9-4-14 Plate Offsets (X,Y): (1:0-1-10,Edgel, f9:0-1-10,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) 0.27 11-13 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.61 Vert(fL) -0.68 11-13 >667 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(TL) 0.18 9 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 184 lb FT = 0% 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) 1=1569/0-7-10 (min. 0-2-0), 9=1692/0-7-10 (min. 0-2-3) Max Horz 1=-374(LC 6) Max Upliftl=-883(LC 8), 9=-1057(LC 8) Max Grav 1 =1 717(LC 13), 9=1857(LC 14) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3578/1899, 2-3= 3223/1723, 3-4=-3088/1734, 4-5=-2277/1322, 5-6=-2277/1322, 6-7— 3079/1723, 7-8=-3214/1712, 8-9= 3566/1883 BOT CHORD 1-15=-1579/3498, 14-15= 1172/2818, 14-22— 1172/2818, 13-22=-1172/2818, 13-23= 1169/2642, 12-23=-1169/2642, 11-12=-1169/2642, 9-11=-1562/3211 WEBS 5-13— 680/1231, 6-13=-949/56616-11=-195/589, 8-11=-471/374, 4-13=-953/571, 4-15=-206/596, 2-15=-477/384 Structural wood sheathing directly applied or 3-8-4 oc p6dins Rigid ceiling directly applied or 5-10-3 oc bracing. 1 Row at midpt 6-13, 4-13 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES `�111111111111., PS A q ��, 1) Unbalanced roof live loads have been considered for this design. , f� 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=6ft, Cat. II; ems��,0`v.•• C fi•J+f • <e Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 ��,`�C ; �,\ S�•..q/% s� 3) All plates are MT20 plates unless otherwise indicated. 4% • r `JI 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • • O 39380 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 wild * ; 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 883 lb uplift at joint 1 and 1057 lb uplift at= rZ t� joint 9. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O ••• ATE � Al LOAD CASE(S) Standard '�< 0 R O ���%`� i1s110 N A� I11%.�`. FL Cert. 6634 May 20,2014 WARMNG - Verify design parameters and READ NOTES ON THIS AND INCLUDED 14MEKREPERENCE PAGE D17I-7473 BEFORE USE. Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown 19 Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional bracing the Is the the building designer. For M iTek' permanent of overall structure responsibility of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. if 5outhem Pine (SP) lumberisspecified, the design values are these effective 06/01/2013 byALSC 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type Ply Hendry T6319513 71900 A9 HIP �Qty_ 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Ft. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue May 20 15:34:17 2014 Page 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-Ft dStlgXsW P MzJLA2iz9ZDwWvXXdldFb8uEhTOzEaN4 8-2-0 16.4-1 21-315 29-6-0 37-8-0 39-8-0 8-2-0 8-2-0 4-11-14 8-2-0 8_2-0 5.00 12 7x8 5x6 = 3x6 = 2x3 II 4x6 = 3A = 3x8 = 4x6 = 2x3 II 3x6 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud TCLL 20.0 Plates Increase 1.25 TC 0.75 Vert(LL) 0.26 10-12 >999 360 TCDL 15.0 Lumber Increase 1.25 BC 0.57 Vert(fL) -0.61 13-15 >744 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.46 Horz(rL) 0.19 8 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 1=1506/0-7-10 (min. 0-2-0), 8=1628/0-7-10 (min. 0-2-3) Max Horzl=-333(LC 6) Max Upliftl= 883(LC 8), 8=-1057(LC 8) Max Grav 1=1694(LC 2), 8=1836(LC 2) PLATES MT20 GRIP 244/190 Scale = 1:68.1 Weight:186 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-12 oc bracing. WEBS 1 Row at midpt 2-13, 4-12, 7-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3504/1805, 2-3=-2548/1372, 3-4=-2428/1396, 4-5=-2251/1375, 5-6= 2428/1396, 6-7=-2549/1371,7-8=-3493/1792 BOT CHORD 1-15= 1471/3224, 14-15= 1471/3224, 13-14=-1471/3224, 12-13=-878/2250, 11-12= 1457/3135, 10-11=-1457/3135, 8-10=-1457/3135 WEBS 2-15=0/327, 2-13=-1109/646, 4-13=-211/552, 5-12= 209/542, 7-12=-1098/632, 7-10=0/323 0��►111111�// NOTES 1) Unbalanced roof live loads have been considered for this design. ��% �P`S • A' A� ��i 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=6ft; Cat. II; `�%� •.•�C E jv S; e,9 ��j� Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 ,`�: �. F-•.r!%i i 3) Provide adequate drainage to prevent water ponding. • �'`3� 4) The solid section of the plate is required to be placed over the splice line at joint(s) 14. : Or 3938 �.r 5) Plate(s) at joint(s) 14 checked for a plus or minus 4 degree rotation about its center. * ;• •• ,` 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 wiT to fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 883 lb uplift at joint 1 and 1057 lb uplift at = ATE joint 8. i� ,�'..� Q` •: _ ,� 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.\,%� LOAD CASE(S) Standard FL Cert. 6634 May 20,2014 © WARMNG - Verify design parameters and REED NOTES ON THIS AND INCLUDED WTEKREPERENCE PAGE M-7473 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. � Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the erector. Additional bracing the is the the building MiTek' permanent of overall structure responsibility of designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/tPll Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 781 N. Lee Street, Suite 31Z Alexandria, VA 22314. Safety pine lfsAthem (513) Iumberis specified, the designTampa, values are these effective 06/01/2013 by ALSO 6904 Parke East Blvd. FL 33610.4'115 Job Truss Truss Type Qty Ply Hendry T6319514 71900 A9A SPECIAL 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Ff. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue May 20 15:34:18 2014 Page 1 ID; oHTg505Ds3T R?kt?m4?ZG yzb Q D E-j DB r5e rAdgXDaTwMc PU06 R Sgzwq PU_INYzE?SzEaN3 8.0-0 16.0-0 17-7-15 23-3-15 29-9-0 37-8-0 39-8-0 8-0.0 8-0-0 1-7-15 5-8-0 6.5.1 7-11-0 2-0-0 Scale = 1:69.0 5.00 Sx6 = 12 5x10 5x6 = OIt 4x5 4x6 = 3x5 = 3X8 = 4x6 = 2x3 11 4x5 = = 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.79 Vert(LL) 0.27 14 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.73 Vert(Q -0.70 16-19 >650 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.88 HOrz(TL) 0.18 9 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 192 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-11-14 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-11-11 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=1552/0-7-10 (min. 0-2-0), 9=1659/0-7-10 (min. 0-2-3) Max Horz 1=-326(LC 6) Max Upliftl= 881(LC 8), 9_ 1059(LC 8) Max Grav 1=1702(LC 13), 9=1836(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 3450/1848, 2-3=-3035/1647, 3-4= 3014/1673, 4-5— 2782/1652, 5-6— 2444/1452, 6-7=-2728/1497, 7-8=-3282/1776, 8-9=-3458/1765 BOT CHORD 1-16=-1514/3282, 15-16=-914/2316, 15-23— 914/2316, 23-25=-914/2316, 24-25=-914/2316, 14-24=-914/2316, 13-14=-1071/2565, 12-13=-1440/3098, 11 -1 2=- 1440/3098, 9-11= 1440/3098 WEBS 2-16=-672/528, 4-16— 389/845, 4-14=-664/1321, 5-14=-1112/670, 5-13=-361/125, 6-13= 261/605, 7-13— 861/493, 7-11=0/270 NOTES 1) Unbalanced roof live loads have been considered for this design. A 2) Wind: ASCE 7-10; Vult=170mph (3-second Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; �`�` .••• Cat. II; � 0 • •�G E gust) eave=6ft; • N S, • .9 � Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=`% 1.60 % ,`Z: 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other five loads. O 3938 0 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 wig 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 881 lb uplift at joint 1 and 1059 lb uplift at ' _ _ MCC joint 9. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O ••• b AT LOAD CASE(S) Standard i�,T�• 1 R \ 'Q P'*•\�1%, S�O N A� `E0C'%. FL Cert. 6634 May 20,2014 0 6VARMNG - Verify design parmieefem and READ NOTES ON THIS AND INCLUDED MTEKREFERMCE PAGE bill-7473 BEFORE USE. �'� Design valid for use only with MiTek connectors. this design Is based only upon parametersshown, and is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional bracing the is the the building designer. For �A permanent of overall structure responsibility of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consdt ANSI/fPll Quality Criteria, DSB-89 and BCSI Building Component IV I!Tek' 6904 Parke East Blvd. Safety Information available from Truss Plate Instihrle, 781 N. Lee Sheet Suite 31Z Alexandria, VA 22314. If Sauthem Pine (SP} lumberis specified, Tile design values are these effective 06/01/2013 byALSC Tama FL 33610-4115 P Job Truss Truss Type Qty Ply Hendry T6319515 71900 A HIP 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue May 2015:34:09 2014 Pagel ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-U UB RCZkW 130V?5 keaOgH EXaCCI p?ttyQ IfHGBTzEaNC 2-0 0 7-11-0 14-4-1 18-10-0 23-3-15 31-4-3 37.8-0 39-8-0 2-0-0 7-11-0 6-5-1 4-5-15 4-5-15 8-0-4 6-3-13 2-0-0 Scale = 1:70.8 5.00 Fl2 5x6 = 3x4 _ 5x6 = 3x6 i 2x3 11 3x6 = 3x8 = 4x8 = 3x6 = 3x6 11 3x5 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.17 14-15 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.42 14-15 >888 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.99 Horz(TL) 0.07 12 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 191 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-1-14 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1388/0-10-13 (min. 0-1-14), 12=1760/0-7-10 (min. 0-2-4), 10=193/0-7-10 (min. 0-1-8) Max Horz2=305(LC 7) Max Uplift2=-900(LC 8), 12=-978(LC 8), 10=-233(LC 8) Max Grav2=1569(LC 13), 12=1918(LC 2), 10=279(LC 14) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-21=-667/329, 2-2=531/0, 2-3=-2636/1316, 3-4=-2485/1337, 4-5=-1912/1067, 5-6= 1715/1051, 6-7=-1246/830, 7-8=-1450/812, 8-9= 14681786, 9-10— 314/510 BOT CHORD 2-22= 355/767, 2-18=-196/608, 2-17=-1032/2542, 16-17= 1032/2542, 15-16=-1032/2542, 15-26=-574/1656, 26-27=-574/1656, 14-27=-574/1656, 13-14=-368/289, 12-13=-368/289, 10-12=-368/362 WEBS 4-15=-806/483, 5-15= 136/394, 6-15= 70/300, 6-14=-634/322, 9-14— 709/1717, 9-12=-1757/1013 ,11►111111/O� NOTES ,%%% PS A, ,q J* 1) Unbalanced roof live loads have been considered for this design. ♦ �i 2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave--6ft; Cat. II; `%% ••'�G E N S Ce•9 ice,, Exp C; Encl., GCpi--0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3938 0 ,. 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 wig * ;• 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 900 lb uplift at joint 2, 978 lb uplift at joint ,'�'P� — VX and 233 lb uplift at joint 10. - W ATE �1 7) "Semi -rigid phchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. . O (� LOAD CASE(S) Standard 00 0 N AL E�G %. //111111/ FL Cert. 6634 May 20,2014 0 WARNING - Verify design parameters and READ NOTES ONT$IS SPUD INCLUDED IVII1EK REFERENCE PAGE M-7473 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. Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Additional bracing the is the MiTek' erector. permanent of overall structure responsibility, of the building designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 31 Z Alexandria, VA 22314. 1f 5authem Pine (5P) lumber is specified, the design values Are those effective 06101/201.3 by AL5C a Tam FL 33610-4115 p J o Truss Truss Type Qty y Hendry T6319516 71900 B1 COMMON 2 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Fi. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue May 20 15:34:20 2014 Page 1 ID:oHTg505Ds3TR?kt7m4?ZGyzbQDE-fcJbWKtQ9Rnxgn3ligWsBsX1 nkWCy_E2gsSL4LzEaN1 -2-11 , 8-0-0 16-0-0 24-0-0 32-0-0 2-0-0 8.0-0 8-0.0 8-0-0 8-0-0 4x6 = 5.00 12 Scale = 1:56.2 8 17 Ia 0 4x5 = 3x4 = 4x6 = 3x4 = 4x5 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud TOLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) -0.32 9-11 >999 360 TCDL 15.0 Lumber Increase 1.25 BC 0.64 Vert(fL) -0.62 9-11 >615 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.51 Horz(TL) 0.12 8 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=1461/0-7-10 (min. 0-1-14), 8=1339/0-7-10 (min. 0-1-12) Max Horz2=326(LC 7) Max Uplift2=-924(LC 8), 8=-750(LC 8) Max Grav2=1605(LC 13), 8=1466(LC 14) PLATES GRIP MT20 244/190 Weight: 140 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 3-6-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-5-11 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2819/1504, 3-4=-2395/1306, 475=-2377/1332, 5-6=-2384/1338, 6-7= 2403/1312, 7-8= 2829/1512 BOT CHORD 2-11— 1273/2727, 11-18=-686/1711, 10-18=-686/1711, 10-19= 686/1711, 9-19= 686/1711, 8-9— 1282/2525 WEBS 5-9= 386/932, 7-9=-682/525, 5-11=-376/923, 3-11=-677/520 NOTES 1) Unbalanced roof live loads have been considered for this design. ,, II I I I I I I /111 2) Wind: ASCE 7-10; Vuk=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=6ft; Cat. II; <�.% p,S A. Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 `� 3) The solid section of the plate is required to be placed over the splice line at joint(s) 10. • • • \G E N,9 + • • '9 4) Plate(s) at joint(s) 10 checked for a plus or minus 4 degree rotation about its center. : 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. : r .-� • �z�j 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 wil+ * O 3938 0 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 924 lb uplift at joint 2 and 750 lb uplift at = joint 8. fG= 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.rAT E LOAD CASE(S) Standard ';Oi(�• A% IO N AL E�G �� /111111►/ FL Cert. 6634 May 20,2014 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED TWE]CREFERENCE PAGE b4U-7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper incorporation of component Is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responvbllity of the Additional bracing the is the the building For MiTek erector. permanent of overall structure responsibility of designer. general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 31Z Alexandria, VA 22314. if Sautilhern Pine (SP) lumber is specified, the design values are'thase effective 06/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Hendry T6319517 71900 B COMMON 4 1 Job Reference (optional) Cnarobers I russ Inc., von Pierce I.1. 34962 2-0-0 ' 8-0-0 8.0-0 5.00 12 4x6 = 7.3SU s Sep zi aline MI I BK Incustnes, Inc. I ue May ZU 1 b:34:1IJ aU14 Page 1 ID:oHTg505Ds3T R?kt?m4?ZGyzbQDE-BPIDI_soO7f4CdUZ97?dee?s4KA_DX9ubCjoYuzEaN2 8-0-0 8-0-0 ' 2-0-0 Scale = 1:59.2 4x5 = 3x4 = 4x6 = 3x4 = 45 = 11-2-7 20-9.10 32-0-0 11-2-7 9-7-3 11-2-7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.32 10-12 >999 360 TCDL 15.0 Lumber Increase 1.25 BC 0.64 Vert(FL) -0.63 10-12 >610 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.50 Horz(TL) 0.12 8 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 PLATES GRIP MT20 244/190 Weight: 143 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-8-13 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1460/0-7-10 (min. 0-1-14), 8=1460/0-7-10 (min. 0-1-14) Max Horz2=336(LC 7) Max Uplift2=-922(LC 8), 8=-922(LC 8) Max Grav2=1604(LC 13), 8=1604(LC 14) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2817/1500, 3-4=-2393/1302, 4-5_ 2375/1329, 5-6=-2376/1329, 6-7=-2394/1302, 7-8= 2819/1500 BOT CHORD 2-12=-1192/2746, 12-19= 605/1730, 11-19= 605/1730, 11-20=-605/1730, 10-20=-605/1730, 8-10— 1192/2500 WEBS 5-10=-377/92417-10= 677/520, 5-12=-377/924, 3-12=-677/520 Iy 0 NOTES 1) Unbalanced roof live loads have been considered for this design. ►11111/1 / 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL--4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=6ft; Cat. II; ,`..%`PCJ A 111 ��� Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 `� •,. �e , 3) The solid section of the plate is required to be placed over the splice line at joint(s) 11. ,%% 0 . • • \G E N S' • • "9 1 4) Plate(s) at joint(s) 11 checked for a plus or minus 4 degree rotation about its center. 4% 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 wiles * ; • 46 3 93 8 0 • -�� �. 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 922 lb uplift at joint 2 and 922 Ib uplift at = yf joint 8. = _�,6'• - Mx y 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Ir. ATE LOAD CASE(S) Standard OX(• R Q •• \_�� ON AX- E�G� ���n11111►►`�� FL Cert. 6634 May 20,2014 0 ➢YdIWING - Verify design parameters and READ N072S ONTRIS AM INCLUDED 1WFX REFERENCE PAGE IYHI-7473 BEFORE USE. Design valid for use only with MTek connectors, This design Is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsiblility of the Additional bracing the is the the building designer. For MiTek' erector. permanent of overall structure responsibility of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/fPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. IfSoutheralPine(SP}lumherisspecifed,thedesignvafuesarethaseeffectiveOS/Ol/20136yAl.SC Tama FL 33610-4115 P Job Truss Truss Type Qty Ply Hendry T6319518 71900 BH1 BOSTON HIP 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 Run: 7.740 s 34 Feb 24 2012 Print: 7.350 s Sep 27 2012 MTek Industries, Inc. Tue May 20 16:43:47 2014 Page 1 I D:oHTg505Ds3TR?kt?m4?ZGyzbQDE-? W 8KzpdhffXzDX5j VHSjZAW to1071TPVCairTzzEaEA 10-11-15 -2-0-0 6-11-15 8-11-15 10-4-0 13-0.0 15-0-1 511 17-0-1 19-0.1 26-0-0 28-0-0 2-0-0 6-11-15 2-0-0 1-4-1 -7-1 2-0-1 2-0-1 -7-1 1-4-1 2-0-0 6-11-15 2-0-0 TOP CHORD MUST BE BRACED BY END JACKS, Scale =1:49.7 N N 1I6 3x8 = 3x4 = 3x4 = 4x6 = 3x4 = 3x8 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stresslncr NO Code FBC2010/TP12007 CSI TC 0.96 BC 0.75 WB 0.20 (Matrix-M) DEFL in (loc) I/defl Ud Vert(LL) 0.29 23-25 >999 360 Vert(TL) -0.54 23-25 >577 240 Horz(TL) 0.15 20 n/a n/a PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 163lb FT=O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-8 ob purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-4-2 oc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 8, 14, 12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1654/0-8-0 (min. 0-2-3), 20=1654/0-8-0 (min. 0-2-3) Max Harz 2=243(LC 7) Max Uplift 2=-1111(LC 8), 20— 1111(LC 8) Max Grav 2=1864(LC 2), 20=1863(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-40= 3710/1986, 3-40=-3524/1937, 3-4=-1471/713, 4-6=-1402/704, 6-9= 1369r737, 9-11= 1332/783, 11-13— 13011763, 13-15=-14461756, 15-17=-1411/685, 17-19=-15161714, 19-41=-3534/1944, 20-41=-3721/1994, 3-5— 2056/1301, 5-7=-2063/1306, 7-8=-2063/1306,8-10— 2366/1514,10-12=-2366/1514,12-14=-2366/1514, 14-16= 2051/1324, 16-18=-2051/1324, 18-19= 2045/1319 BOT CHORD 2-26=-1672/3364, 26-33=-1881/3638, 33-34=-1881/3638, 25-34=-1881/3638, 25-35= 1865/3564, 35-36=-1865/3564, 24-36=-1865/3564, 24-37=-1865/3564, t%%11111fill, 23-37=-1865/3564, 23-38= 1863/3575, 38-39=-1863/3575, 22-39— 1863/3575, ,`��� NS P1 q'���i 20-22=-1681/3376 `� I� WEBS 3-26=0/403, 19-22=0/370, 8-26=-328/224, 8-25=-8/289, 14-23=0/323, 11-12=-231/423, ��� ,•' Ci E N S'• e& , 15-16=-282/221 NOTES : O 38 ••;'� 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=6ft; Cat. y �✓ II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60'- 3) Provide adequate drainage to prevent water ponding. ATE 4) All plates are MT20 plates unless otherwise indicated. '. (41 411 5) All plates are 2x3 MT20 unless otherwise indicated. A, �•, 6) Plate(s) at joint(s) 24 checked for a plus or minus 4 degree rotation about its center. is °• 4 0 R `Ii 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �i S " •"° �� 8) * This truss has been bottom herd r a live other of rmembers. the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 1ss�O N A will fit between the ll,- 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1111 lb uplift at joint 2 and 1111 lb uplift at joint 20. 10) "Semi -rigid pitchbreaks including heels" Member end fairy model was used in the analysis and design of this truss. FL Cert. 6634 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. May 20,2014 1V --Verify design parmneters and REA NOTES ONTHIS AM INCLUDED b1TMKREPERFdVCE PAGE 161-7473 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. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the resporuibillity of the erector. Additional bracing the Is the the building designer. MiTek' permanent of overall structure responsibility of For general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/rPil Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. it Southern Pine (SP) lumber is specified, the design values are those effective 06/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Ply Hendry �Qty T6319518 71900 BH1 BOSTON HIP 1 1 Job Reference (optional) Chambers Truss Inc., Fart Pierce FI.34982 Run: 7.340 s Feb 24 2012 Print: 7.360 s Sep 27 2012 MTek Industries, Inc. Tue May 2015:43:47 2014 Page 2 I D:oHTg505Ds3TR?kt?m4?ZGyzbQDE-?W 8KzpdhffXzDX5j VHSjZAW to1071TPVCa(rTzzEaEA NOTES 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 196 lb down and 238 lb up at 5-0-0, 93 lb down and 159 lb up at 5-3-15, 93 lb down and 159 lb up at 7-0-12, 93 lb down and 159 lb up at 9-0-12, 93 lb down and 159 lb up at 11-0-12, 93 lb down and 159 lb up at 13-0-0, 93 lb down and 159 lb up at 14-11-4, 93 lb down and 159 lb up at 16-11-4, 93 lb down and 159 lb up at 18-11-4, and 93 lb down and 159 lb up at 20-8-1, and 196 lb down and 238 lb up at 21-0-0 on top chord, and 115 lb down and 8 lb up at 5-0-0, 34 lb down and 8 lb up at 7-0-12, 34 lb down and 8 lb up at 9-0-12, 34 lb down and 8 lb up at 11-0-12, 34 lb down and 8 lb up at 13-0-12, 34 lb down and 8 lb up at 14-11-4, 34 lb down and 8 lb up at 16-11-4, and 34 lb down and 8 lb up at 18-11-4, and 115 lb down and 8 lb up at 20-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) 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) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 27-30=-20, 1-3= 60, 3-11=-60, 11-19=-60, 19-21=-60 Concentrated Loads (lb) Vert: 11=-46(B) 3=-46(B) 19=-46(B) 26= 75(B) 22=-75(B) 9=46(B) 4=-46(B) 6=-46(B) 13=-46(B) 15=46(B) 17=-46(B) 33=-22(B) 34=-22(B) 35=-22(B) 36=-22(B) 37=-22(B) 38=-22(B) 39=-22(B) 40= 135(B) 41=-135(B) 0 WARMNG - Verify dstyn parmneters and READ NOTES ONTHIS AND INCLUDED MITEKREPERENCE PAGE MfI.7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the Additional bracing the is the the building designer. For M iTek° erector. permanent of overall structure responsibility of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312 Alexandria, VA 22314. IfSauthern r>ine (SP) lumber is specified, the design values are those effective 06/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Hendry T6319519 71900 BH2 BOSTON HIP 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTeK Industnes, Inc. Tue May 20 15:34:23 2014 Page 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-3B_k8Lvl SM9V hEoKOz4ZpU9fwxeG9PXU Wqh?hfzEaN_ 2-0-0 6-3-14 8313 10-3-14 16-7-10 2-0-0 6-3-14 1.11-15 2-0-1 6-3.12 REFER TO MITEK "TOE -NAIL" DETAIL FOR CONNECTION TO SUPPORTIISC'aa le = 1:33.1 3x4 = — „ — 3x4 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC2010/rP12007 CSI TC 0.20 BC 0.30 WB 0.15 (Matrix-M) DEFL in (loc) Vdefl Ud Vert(LL) 0.05 13-14 >999 360 Vert(rL) -0.10 12-13 >999 240 Horz(TL) 0.03 11 n/a n/a PLATES GRIP MT20 244/190 Weight: 96 lb FT = 0% 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 9-1-12 oc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 6, 8 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=774/0-8-0 (min. 0-1-8), 11=665/0-8-0 (min. 0-1-8) Max Horz2=183(LC 7) Max Uplift2=-568(LC 8), 11=-393(LC 8) Max Grav2=872(LC 2), 11=745(LC 2) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-25=-1354/668, 3-25=-1290/671, 3-26— 852/437, 4-26=-805/442, 4-27=-807/480, 7-27= 766/487, 7-28=-766/48619-28— 807/480, 9-29=-804/442, 10-29= 852/438, 10-30=-13741740, 11-30= 1444/746, 3-5=-375/218, 5-6=-375/219, 6-8=-376/219, 8-10=-375/218 BOT CHORD 2-14=-567/1211, 14-21=-581/1206, 21-22=-581/1206, 13-22=-581/1206, 13-23— 646/1286, 23-24=-646/1286, 12-24=-646/1286, 11-12=-638/1297 WEBS 6-13=-50/304,6-7=-208/403 TES 1) Unbalanced roof live loads have been considered for this design. `,`�O_ A r• • • A,• q�� �',, �� \�'`• \ G E N 2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=6ft; Cat. II;: ,`�.' �, �•'.,!%� Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 �¢ 3) Provide adequate drainage to prevent water ponding. • • O 39380 li 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * ; •� eI� 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 wiz fit between the bottom chord and any other members. ] — = •f , + 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 568 lb uplift at joint 2 and 393 lb uplift at TAT E � joint 11. 7) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. T'• T 4` 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �0 �` •' • 0 R 9) Hanger(s) or other conection devie(s) shall be provided 34 lb down and 102 bnup at 3 4-4,c34 lb down and 102 lb up at 15-0-12, �34 lb downnd 102pport concentrated1lb uoadp of 7I0-d12,, 34 lb downl own and 119land 1023b b up at p ,,'�`ssjs�0 N A, at 8-3-13, 34 lb down and 102 lb up at 9-6-14, 34 lb down and 102 Ib up at 11-6-14, and 34 lb down and 102 lb up at 13-3-7, and 52 lb 118111111101 down and 125 lb up at 13-7-10 on top chord, and 10 lb down and 28 lb up at 3-0-0, 2 lb down and 14 lb up at 5-0-12, 2 lb down and 14 lb up at 7-0-12, 2 lb down and 14 lb up at 8-3-13, 2 lb down and 14 lb up at 9-6-14, and 2 lb down and 14 lb up at 11-6-14, and 18 I down and 35 lb up at 13-6-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. FL Celt. 6634 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Mav 20.2014 GANULGASE(ft6l%ndard a WARNING - T7er design pammeters and READ NOTES ON THIS AND INCLUDED N7I=REPERENCE PAGE MT BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the Additional bracing the Is the the building designer. For M iTek` erector. permanent of overall structure responsibility of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Tres Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. if Sout hem Pine (SP) lumber is specified, the design values are those effective 05/01/2013 by ALSO Tampa, FL 33610-4115 Job Truss Truss Type QtyPly Hendry T6319519 71900 BH2 BOSTON HIP 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MTek Industries, Inc. Tue May 2015:34:23 2014 Page 2 ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-3B_k8LvISM9VhEoKOz4ZpU9fwxeG9PXU Wqh?hfzEaN_ LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Un'Iform Loads (plf) Vert: 15-18=-20, 1-3=-60, 3-7=-60, 7-10=-60, 10-11— 60 Concentrated Loads (lb) Vert: 7=5(B) 3=5(B) 10=5(B) 14=3(B) 12=-12(13) 13= 1(B) 21=-1(13) 22=-1(13) 23=-1(B) 24=-1(B) 25=4(B) 26=5(B) 27=5(B) 28=5(B) 29=5(B) 30=-11(B) 0 WARARNG - Vert& design parmneters and READ NOTES OAF THIS AND INCLUDED MI7ZKREFERENCB PAGE ARI-7473 BEFORE USE. Design valid for use only with Welk connectors. This design Is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown � is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional bracing the is the MiTek' permanent of overall structure responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/f Pll Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria VA 22314. 6904 Parke East Blvd. If 5authem Pine ISP) lumber is specked, the design values are those effective 06/01/2013 by ALSO Tampa, FL 33610-4115 Job Truss Type Qty Ply Hendry T6319520 71900 C COMMON 3 1 Job Reference (optional) Grianibers I russ, Inc., Fort Pierce 1-I. 34982 7.350 a Sep 27 2012 MI I ex Industries, Inc. 1 ue May 20 15:34:23 2014 Page 1 ID:oHTg505Ds3T R?kt?m4?ZGyzbQDE-3B_k8LvISM9VhEoKOz4ZpU9f Gxd59Ol U Wqh?hfzEaN_ 2-0-0 6-6.1 11-11-0 17-3 15 23-10-0 25-10-0 2-0.o 6-6-1 5-4-15 5-4-15 6-6.1 2-0-0 Scale= 1:45.7 4x4 = 3X5 = 3X4 = 3X6 = 3X4 = 3X5 = 8-2-5 15-7-11 23-10-0 8-2-5 7-5-6 8-2-5 LOADING (psi) SPACING 270-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.25 TCDL 15.0 Lumber Increase 1.25 BC 0.38 BCLL 0.0 ' Rep Stress Incr YES W B 0.23 BCDL 10.0 Code FBC2010frP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=1073/0-7-10 (min. 0-1-8), 6=1073/0-7-10 (min. 0-1-8) Max Horz2=260(LC 7) Max Upl'Ift2= 731(LC 8), 6=-731(LC 8) Max Grav2=1212(LC 2), 6=1212(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 1997/1040, 3-4=-1770/994, 4-5=-1770/994, 5-6=-1997/1040 BOT CHORD 2-10= 783/1833, 9-10=-407/1207, 8-9=-407/1207, 6-8=-783/1772 WEBS 4-8=-307/668, 5-8=-458/35014-10=-307/667, 3-10=-457/350 DEFL in (loc) Vdefl Ud PLATES GRIP Vert(LL) 0.10 8-10 >999 360 MT20 244/190 Vert(rL) -0.24 8-10 >999 240 Horz(TL) 0.06 6 n/a n/a Weight:107 lb FT = O% BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-4 oc p6dins. BOT CHORD Rigid ceiling directly applied or 8-3-15 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDLr3.Opsf; h=16ft; B=45ft; L=50ft; eave=6ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 ►11111 fill, 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,�� CJ A 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 ♦♦♦♦, A p` '4�e �i�� fit between the bottom chord and any other members. O ♦ `V • G E IV 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 731 lb uplift at joint 2 and 731 lb uplift at ♦♦,`�: \.� SF •9�i_ �i joint 6. — 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O 3 9 3 8 0 LOAD CASE(S) Standard Ig * • sue- _ �-W -- 5 TAT E ���f/flfll►/``, FL Cert. 6634 May 20,2014 0 WARWNG - Verify design parmneters and READ NOTES ONTIIIS AND INCLUDED MI7EKREFERENCE PAGE M 17473 BEFORE USE. Design valid for use only with MTek connectors, This design is based only upon parameters shown, and is for an individual building component. ■■ �e Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the Additional bracing the is the building MiTek` erector. permanent of overall structure responsibility of the designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Qualiy Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safe% Information available from Truss Plate Institute, 781 N. Lee Street, Suite 31Z Alexandria, VA 22314. itSouthemPine (SP)lumber isspecified, the desib vafuesaretheseeffective06/01/2013byALSC Tampa, FL 33610-4115 Jo cuss Truss Type Qty P y Hendry T6319521 71900 D1 COMMON 2 1 Job Reference o tional Gnamaers I russ Inc., non fierce r-I. 34962 7.350 s Sep 27 2012 MiTek Industnes, Inc. rue May 20 15:34:25 2014 Pagel ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-OZ6UZ1 wZzzPDwYyiWN62uvF9nlGOdHBn_8A6kYzEaMy 2-10 6-11-2 10 0.0 13-0-14 20.0-0 22-0-0 2-0 0 6.11-2 3-0.14 3-0-14 6-11-2 2-0 0 3x5 = 4x4 = 3x8 = 3x5 = Scale= 1:39.4 Iv 0 Plate Offsets (X,Y): 12:0-1-2,Edgel, 16:0-1-2,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) -0.10 9-15 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.47 Vert(TL) -0.30 9-15 >795 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.27 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 86 lb FT = 0% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=920/0-7-10 (min. 0-1-8), 6=920/0-7-10 (min. 0-1-8) Max Horz2=224(LC 7) Max Uplift2=-641(LC 8), 6=-641(LC 8) Max Grav2=1040(LC 2), 6=1040(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1478/780, 3-4= 1147/644, 4-5=-1147/644, 5-6=-1478l780 BOT CHORD 2-9=-533/1634, 8-9=-533/1287, 6-8= 533/1507 WEBS 4-9=-397/713, 5-9= 448/338, 3-9= 447/338 BRACING TOP CHORD Structural wood sheathing directly applied or 5-8-7 oc p6dins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 tt%J11I Al11000 , 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1.0 S 0� 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 p� s p P` �I fit between the bottom chord and any other members. �` �\�' • \ G E N S 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 641 lb uplift at joint 2 and 641 lb uplift at joint 6. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. : O 3938 0�-- � LOAD CASE(S) Standard : "AT :•4/ �T• 'IFS•<0R'011111�O, ♦�� ii FL Cert. 6634 May 20,2014 Q WARNING - Verify design parameters and RE9D NOTES ONTXIS AAm INCLUDED Ml7iKREPERENCE PAGE D7fl•7473 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. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracingdo Insure stability during construction is the responsibility of the erector. Additional bracing the is the the building MiTek` permanent of overall structure responsibility of designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312, Alexandria, VA 22314. it thern.PineISPIlumberisspecified,thedesignvaluesare'thoseeffective06/01/2013byAGSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Hendry T6319522 71900 D COMMON 4 1 Jab Reference (optional) chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue May 20 15:34:24 2014 Page 1 ID:oHTg505Ds3T R?kt?m4?ZGyzbQDE-XNY6LhwwDgHMION WygbpL iioW LxYupOdIUQZC6zEaMz -2-0-0 6-6-0 13-0-0 19-6.0 26-0-0 28-0-0 , 2-0-0 6-6.0 6-6-0 6-6-0 6-6-0 2-0-0 oI1 4x5 = 5.00 12 3x5 = 3x4 = 4x6 = 3x4 = 3x5 = Scale = 1:49.3 Io LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) -0.21 10-12 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.49 Vert(fL) -0.56 10-12 >559 240 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.07 8 n/a n/a BCDL 10.0 Code FBC2010lrP12007 (Matrix-M) Weight: 117lb FT=0% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 2=1198/0-7-10 (min. 0-1-9), 8=1198/0-7-10 (min. 0-1-9) Max Horz2=-280(LC 6) Max Uplift2=-781(LC 8), 8=-781(LC 8) Max Grav 2=1 319(LC 13), 8=1319(LC 14) BRACING TOP CHORD Structural wood sheathing directly applied or 4-7-7 oc pudins. BOT CHORD Rigid ceiling directly applied or 7-8-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2283/1182, 3-4= 2158/1185, 4-5=-2052/1135, 5-6=-2055/1135, 6-7=-2160/1185, 7-8— 2283/1182 BOT CHORD 2-12=-920/2223, 12-19=-469/1376, 11-19= 469/1376, 11-20= 469/1376, 10-20=-469/1376, 8-10=-920/2039 WEBS 5-10=-358/866, 6-10=-502/390, 5-12_ 358/863, 4-12=-502/390 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=6ft; Cat. II; e1111111 111►111 Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 %`O PS A q ♦�♦♦ 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 .%�0 •. • G ENS*-. ♦♦j♦ fit between the bottom chord and any other members, with BCDL = 10.0psf. ,` 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 781 lb uplift at joint 2 and 781 lb uplift at 39380 • �'I joint 8. ` * .• 6) "Semi -rigid pitchbreaks including heels" Member end fairy model was used in the analysis and design of this truss. LOAD CASE(S) Standard •{ ` AT E 8111111/1 FL Cert. 6634 May 20,2014 © WARMNG - Verify design parameters and READ N07ES ON THIS AM INCLUDED Mn EKREPERENCE PAGE MI-7473 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. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not buss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the Additional bracing the is the the building designer. For MiTek' erector. permanent of overall structure responsibility of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Tnus Plate Institute, 781 N. Lee Sheet, Suite 312, Alexandria, VA 22314. itSauthem Pine (5131) lumber is specified, the design values are those effective 06/01/2013 by ALSO Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Hendry T6319523 71900 E1 COMMON 1 1 Job Reference (optional) wamo.. ,russ mc., ron rieme rl. aaebe /Abu s Jep Z/ ZUl Z MI I BK Inausines, ina I ue May Zu 1 b:34:2b Zu14 rage l ID:oHTg505Ds3T R?kt?m4?ZGyzbQDE-UmgsmNxBkHX4YD(v45dH R7n9Z9e_MmSwCovgG_zEaMx 6-4-9 9-7-8 11-11-19-3-0 6-4-9 3-2-15 2-3 113 7-3.13 Scale = 1:33.7 4x4 = Io 3X5 = 3x4 = 3x6 = 6 2x3 11 3x4 = 9-7-8 11-11-3 19-3-0 9-7-8 2-3-11 7-3-13 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 15.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2010ITPI2007 LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 CSI DEFL in (loc) Udefl Ud TC 0.31 Vert(LL) -0.11 8-11 >999 360 BC 0.36 Vert(TL) -0.33 8-11 >440 240 WB 0.17 HOrz(TL) 0.02 5 n/a n/a (Matrix-M) BRACING TOP CHORD BOT CHORD REACTIONS (lb/size) 1=577/0-7-10 (min. 0-1-8), 5=449/0-7-10 (min. 0-1-8), 6=514/0-7-10 (min. 0-1-8) Max Horz 1 =-180(LC 6) Max Upli t1=-296(LC 8), 5=-204(LC 8), 6=-404(LC 8) Max Grav1=699(LC 13), 5=502(LC 2), 6=633(LC 14) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1409/540, 2-3=-591/236, 3-4= 609/270, 4-5=-1122/581 BOT CHORD 1-8= 658/1726, 7-8=-55/562, 6-7=-55/562, 5-6— 762/1396 WEBS 2-8=-472/35513-8=-164/392, 4-6=-513/387 PLATES GRIP MT20 244/190 Weight: 76 lb FT = 0% Structural wood sheathing directly applied or 6-0-0 oc pddins. Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 �e�r,�� 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `,.% PS A 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. ,�� • • • Ci E N S' • e9 �� 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 296 lb uplift at joint 1, 204 lb uplift at joint 5 ��: �, F�_.•!/i i and 404 lb uplift at joint 6. 4% -- r`— • r ` 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. No 3938 LOAD CASE(S) Standard SATE FL Cert. 6634 May 20,2014 0 WARARNG - Verify design pararneters and READ NOTES ON7711S ANm INCLUDED Mf RKREFERENCB PAGE Mr1-7473 BEFORE US13 Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. �a Applicability of design parameters and proper Incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional bracing the Is the the building For �A M iTek` permanent of overall structure responsibility of designer. general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1PI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria VA 22314. if Sauthem Fine (5P) lumber isspeci6ed, the design values are those effective 06/01/2013 by ALSO 6904 Parke East Blvd. Tampa, p , FL 33610-4115 Job Truss Truss Type Oty Ply Hendry T6319524 71900 E COMMON 1 1 Job Reference (optional) unamoers I russ Inc., FOrt Pierce H. 34962 7.350 s Sep 27 2012 MITeK Industries, Inc. Tue May 2015:34:25 2014 Page 1 ID:oHTg505Ds3T R?kt?m4?ZGyzbODE-UmgsmNxBkHX4YiXv45dHR7n9j9ewMm9wCovgG_zEa W 2-0 0 6.4-9 9-7-8 11-11-3 19-3.0 21-3-0 2 0 0 6-4-9 3 2-15 2-3 11 7-3-13 2-0 0 4x4 = Scale = 1:38.2 Iv 0 3x5 = 3x4 = 3x6 = 3x4 = LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.30 TCDL 15.0 Lumber Increase 1.25 BC 0.37 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 DEFL in (loc) Vdefl Ud PLATES GRIP Vert(LL)-0.1110-13 >999 360 MT20 244/190 Vert(fL)-0.3110-13 >455 240 Horz(rL) 0.02 6 n/a n/a Weight: 82 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc p6dins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=702/0-7-10 (min. 0-1-8), 8=50110-7-10 (min. 0-1-8), 6=577/0-7-10 (min. 0-1-8) Max Horz2= 217(LC 6) Max Uplift2= 475(LC 8), 8= 381(LC 8), 6=-389(LC 8) Max Grav2=840(LC 13), 8=616(LC 14), 6=651(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1150/398, 3-4=-583/240, 4-5=-601/272, 5-6=-806/229 BOT CHORD 2-10=-265/1356, 9-10=-12/576, 8-9= 12/576, 6-8=-319/1004 WEBS 3-10=-462/34214-10=-156/380, 5-8=-504/373 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 e1111111111111� 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. off (�S A q 1��,i�� 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 Le fit between the bottom chord and any other members. ��� , • • E N & • • "9 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 475 lb uplift at joint 2, 381 lb uplift at joint 8 and 389 lb uplift at joint 6. : • r%f 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. * O- 39380 9380 LOAD CASE(S) Standard f- • • O.' S ATE .� If "u111n1 FL Cert. 6634 May 20,2014 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED B1r7EKREFERENCE PAGE 161-7473 BEFORE USE. Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the Additional bracing the Is the the building For MiTek` erector. permanent of overall structure responsibility of designer. general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/rPli Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. If 5outihem pine (SP) lumber is specified, the design values are those effective 06/01/20L3 byAL.SC Tampa, FL 33610-4i 15 Job Truss Truss Type Qty Ply Hendry T6319525 71900 G1 COMMON 7 1 Job Reference (optional) unamaers I russ Inc., ton coerce m. 34V1,52 2-0-0 5-4-15 6-1-1 /.3Su s Sep 21 2u12 MI I aK mausines, Inc. 1 Ue May 2015:34:28 2014 Nagai ID:oHTg505Ds3T R?kt?m4?ZGyzbQDE-Q8ndB3zRG unonOgHBWgI WYtVnyKYq WgDg6O mLtzEaMv 4x5 = 5-1-3 6-4-13 12-0-0 Scale = 1:44.4 I - 3x4 = 3x4 = 3x6 = 3x4 = 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) -0.10 8-10 >999 360 TCDL 15.0 Lumber Increase 1.25 BC 0.36 Vert(fL) -0.27 8-10 >739 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(TL) 0.02 8 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING TOP CHORD BOT CHORD REACTIONS (lb/size) 2=757/0-7-10 (min. 0-1-8), 8=1013/0-7-10 (min. 0-1-8), 6=309/0-7-10 (min. 0-1-8) Max Horz2=-252(LC 6) Max Uplift2=-550(LC 8), 8=-569(LC 8), 6= 303(LC 8) Max Grav2=871(LC 13), 8=1137(LC 2), 6=392(LC 14) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1255/677, 3-4=-965/548, 4-5= 52/270, 5-6= 334/146 BOT CHORD 2-10= 471/1276, 9-10=-42/502, 8-9= 42/502, 6-8=-195/455 WEBS 3-10— 499/383, 4-10— 271/662, 4-8=-851/348, 5-8= 488/368 PLATES GRIP MT20 244/190 Weight:105 lb FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L--50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,®►►►111111►1�� 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 ♦♦�` PCJ q q J,I�� fit between between the bottom chord and an other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 550 lb uplift at joint 2, 569 lb uplift at joint 8 `��♦ ,. • G E N S and 303 lb uplift at joint 6. �, ,`�.• \, F 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ............. — — �• r%I LOAD CASE(S) Standard • �'0 3 9 3 8 0 ---� --�. 'fc 5 ATE � ` III�n1le►►►► FL Cert. 6634 May 20,2014 A WARNING- Verify design par=wters and READ NOTES ONTNIS AND INCLUDED MIrEKREFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with M17ek connectors, this design is based only upon parameters shown, and Is for an Individual building component. �� Applicability of design parameters and proper Incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the erector. Additional bracing the is the the building designer. For MiTe k• permanent of overall structure responsibility of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Taus Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. If Sout hem Pine ISP) lumberis specified, the design values are those effective 06/01/2013 by AL.SC Tampa, FL 33610-4115 Job I ruse Truss Type Qty Ply Hendry T6319526 71900 G2 COMMON 2 1 Job Reference (optional) unamoers I russ Inc., I -on Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue May 20 15:34:28 2014 Page 1 ID:oHTg505Ds3T R?kt?m4?ZGyzbODE-O8ndB3zRGunonOgHBWgIWYtT4yJ5gZ3Dg6OmLtzEaMv _ -2-0 O 5-4-15 11-6-0 16.3.14 2.0.0 5-4-15 6-1-1 4-9-14 Scale = 1:34.3 4x5 = 3x4 = 5x6 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.12 6-8 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.39 Vert(rL) -0.32 6-8 >608 240 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 81 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS (lb/size) 2=780/0-7-10 (min. 0-1-8), 6=634/Mechanical Max Horz2=253(LC 8) Max Uplift2=-545(LC 8), 6=-386(LC 8) Max Grav2=899(LC 13), 6=713(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1324/661, 3-4=-1034/535 BOT CHORD 2-8= 709/1279, 7-8=-270/503, 6-7= 270/503 WEBS 3-8=-495/37914-8=-267/670, 4-6=-679/372 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 8-8-7 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 ,++11111111111 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦,�� PS q q I�� 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ♦ �e �I, fn between the bottom chord and any other members. ♦♦♦♦ • • • G E N S' • • '�'�� 5) Refer to girder(s) for truss to truss connections. ♦ �� : �, F •'.r!%i 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 545 lb uplift at joint 2 and 386 lb uplift at �- -� • �`%3 joint 6. 0 39380 ,. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard AT 441 sss�� ►1►11111+ FL Cert. 6634 May 20,2014 Q WARNING - verify design parcuneters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCB PAGE MU-7473 BEFORE USE. Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown � Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Additional bracing the is the i�niTek° erector. permanent of overall structure responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. "Southern PineISP)lumberisspeciFed,thedesignvaluesalrethoseeffective0b/01/2013byALSC am Pa ' TFL 33610-4i 15 Job Truss Iruss lype City Ply Hendry T6319527 71900 G4 COMMON 1 1 Job Reference (optional) Chambers 1 russ Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue May 20 15:34:29 2014 Page 1 ID:oHTg505Ds3T R?kt?m4?ZGyzbQDE-uLL?O F _31 Cvf P9 FUIDB_21PXmMgIZ9eMum8KtJzEaMu 4-10-10 10-10-6 4-10-10 5-11-12 4x4 = 5xf 5x8 MT18HS II LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud TCLL 20.0 Plates Increase 1.25 TC 0.89 Vert(LL) 0.10 4-5 >999 360 TCDL 15.0 Lumber Increase 1.25 BC 0.36 Vert(fL) -0.26 4-5 >491 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS (lb/size) 6=423/0-7-10 (min. 0-1-8), 4=423/Mechanical Max Horz6=99(LC 7) Max Uplift6=-252(LC 8), 4=-245(LC 8) Max Grav6=476(LC 2), 4=476(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-435/244, 2-3= 443/228, 1-6=-350/227, 3-4= 370/244 BOT CHORD 5-6=-125/326, 4-5= 125/326 Scale = 1:24.4 o_ m 4x4 11 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 42 lb FT = 0% Structural wood sheathing directly applied or 6-0-0 oc pUdins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 ®V%%1111111111° 3) All plates are MT20 plates unless otherwise indicated. ,, % S A 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �P`• ,... '4� °i 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 �• Ci ENS*-. •9 ' fit between the bottom chord and any other members. . `,,x .,• F '.•!/i �i 6) Refer to girder(s) for truss to truss connections. o �...._ _ -- • �`�j 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 252 lb uplift at joint 6 and 245 Ito uplift at : * PM 93 8 0 joint 4. 't 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard O N AIL- FL Cert. 6634 May 20,2014 WARNING - Verify design pararnetem and READ NOTES ON THIS AND INCLUDED WTEKREFERBNCE PAGE BHII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an inclMdual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Additional bracing the Is the the building designer. For Welk'fabrication, erector. permanent of overall structure responsibility of general guidance regarding quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetySouInformation available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. it them Pine (SPI lumber is specified, the design values are those effective 06/01/2013 by ALSC Tampa, FL 33610-4'f15 Job Truss�Truss Type ally Ply Hendry T6319528 71900 G5 COMMON 1 1 Job Reference (optional) Chambers I russ Inc., Fort Pierce FI. 34962 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue May 2015:34:29 2014 Page 1 ID:oHTg505Ds3T R?kt?m4?ZGyzbQDE-uLL?O P_31 Cvf P9 FUIDB_21PaXMiUZ9_MumBKtJzEaMu i 4-10.10 , 8-10-6 4-10-10 3-11-12 17T. Wit 4x4 3x4 = 04 = LOADING (psf) SPACING 210-0 CSI DEFL in (loc) Vdefl Ud TCLL 20.0 Plates Increase .25 TC 0.64 Vert(LL) 0.08 5-6 >999 360 TCDL 15.0 Lumber Increase 1.25 BC 0.25 Vert(rL) 0.18 5-6 >556 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS (lb/size) 6=343/0-7-10 (min. 0-1-8), 4=343/Mechanical Max Horz6=-80(LC 6) Max Uplift6=-197(LC 8), 4=-206(LC 8) Max Grav6=386(LC 2), 4=386(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2— 280/150, 2-3=-273/164, 1-6=-280/187, 3-4=-263/175 Scale= 1:25.0 PLATES GRIP MT20 244/190 Weight: 37 lb FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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. ,11111111111��, 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 ,`>,� PCJ A q between the bottom chord and any other members. �i 5) Refer to girder(s) for truss to truss connections. ��� •' •C E <e 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 197 lb uplift at joint 6 and 206 lb uplift at : ,r\� joint 4. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. id O 8 0= LOAD CASE(S) Standard ATE ;�4(/: //1111111 FL Cert. 6634 May 20,2014 0 WARNING - Verify design pareanetem and READ NOTES ON THIS AND INCLUDED 1IV7F.KREFERENCE PAGE MI.7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown �e is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional bracing the is the the building designer. MiTek• permanent of overall structure responsibility of For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infonnafton available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria VA 22314. If SouthernPine(5P)lumberisspecified,thedesignvaluesaretheseeffective 06/01/2013byAISC Tampa, FL 33610-4i 15 Job Truss Truss Type Qty Ply Hendry T6319529 71900 G6 HIP 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue May 20 15:34:30 2014 Page 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-MXvNcI_hoW1 WOJggJxiDbzyoXm3olcnW7QttPIzEaMt 4-4-10 5.4-10 6-10-6 4-4-10 1-0 0 1-5-12 4x4 i 4x4 3X4 3X4 11 3X4 11 Scale= 1:23.3 4-4-10 4-4-10 5-4-10 6-10-6 1-0 0 1-5-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) 0.05 7-8 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.18 Vert(rL) -0.10 7-8 >786 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2010lrP12007 (Matrix-M) Weight: 36 lb FT = 0% 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. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 8=263/0-7-10 (min. 0-1-8), 5=263/Mechanical Max Horz8=74(LC 8) Max Upl"Ift8=-130(LC 8), 5=-178(LC 8) Max Grav8=296(LC 13), 5=296(LC 2) 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=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft;1_50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 � 11i r 1 y 1�� fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. ,t%J11 %e% cJ /4 % �P`........ 7) Provide mechanical connection (by others) of truss to bearing capable of withstanding 130 lb uplift at joint 8 and 178 lb uplift at Q • e•9'�ji E plate `��� , •• C N S' • joint 5. .� A�: 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 39380 LOAD CASE(S) Standard .41 MX ATE :�44/• Al o,;ss,0NM_E00 FL Cert. 6634 May 20,2014 0 WARMNG - Verify design parmnetem and READ NOTES ON IBIS AND INCLUDED MITEKREFMWNCE PAGE MI 7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an Individual building component. �e Applicability of design parameters and proper incorporahon of component is resporslbBity of building designer -not fruss designer. Bracing shown is for lateral support of Individual web members only. Additional Temporary bracing to Insure stability during construction is the responsibillity of the Additional bracing the Is the the building designer. For MiTek` erector. permanent of overall structure responsibility of general guidance regarding fabrication quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. SCVSafety Information available from Taus Plate Institute, 781 N. Lee Street, Suite 312, Alexandria VA 22314. m Pineffective Ob e f5P) lumber is specified, tare design values are those /01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type City Ply Hendry T6319530 71900 G7 MONO HIP 1 1 Job Reference (optional) wamoars russ mc., on Y r.. rl. ogvuz 2x3 /.;Sbu s Jep xt zul x mi I eK Inausires, Inc. I ue May zu 1 b:;34:3U LU14 rage l ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-MXvNcI_hoWt WOJggJxiDbzysnm4plcFW7QttPIzEaW 2-4-10 4-10-6 2-4-16 2-5-12 5.00 12 4 2x3 II Scale = 1:16.8 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code FBC2010/TP12007 CSI TC 0.23 BC 0.11 WB 0.03 (Matrix-M) DEFL in Vert(LL) 0.02 Vert(fL) -0.03 Horz(TL) 0.00 (loc) I/defl Ud 5 >999 360 5 >999 240 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 23lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-10-6 oc puriins, 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 4=183/Mechanical, 6=183/0-7-10 (min. 0-1-8) Max Horz6=58(LC 8) Max Uplift4=-133(LC 8), 6= 82(LC 8) Max Grav4=206(LC 2), 6=206(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=6ft; Cat. 11; 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) 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. �►►111 I I / 11 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 lb uplift at �`PS A. joint 4 and 82 lb uplift at joint ♦ i 6. .... `%���,••�GENS•.B9��i 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ; A ��,_,-� LOAD CASE(S) Standard * O6 3-9380 �(! .ATE <U: OR s'O N A` N I//1111�� FL Cert. 6634 May 20,2014 A WARMNG - Verify design parmna. and READ NOTES ONTEIS AND INCLUDED MTEKREPERENCE PAGE MI-7473 BEFORE USE. Design valid for use only with Mirek connectors. this design is based only upon parameters shown, and is for an Individual building component. 19! Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responslbillity of the Additional bracing the Is the MiTek° erector. permanent of overall structure responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. If Sauthem Pine (SP) lumber is specified, the design values are'thase effective 06/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss russ ype Qty y Hendry T6319531 71900 GB SPECIAL 1 1 Job Reference (optional) unambers I russ Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue May 20 15:34:31 2014 Page 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-gjTlp5?JZp9NeTPsseDSBAV4CAQN13vf M4dQyCzEaMs 2-10-6 2-10-6 1 2x3 11 2 2x3 11 2x3 II V 2x3 2-10-6 22-10-60-6 Scale = 1:12.7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.06 Vert(LL) -0.00 3-4 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.03 Vert(fL) -0.00 3-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 12lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD REACTIONS (lb/size) 4=103/0-7-10 (min. 0-1-8), 3=103/Mechanical Max Uplift4=-60(LC 4), 3=-60(LC 4) Max Grav4=116(LC 2), 3=116(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 2-10-6 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=6ft; Cat. II; 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) 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. 0,►11111►1 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 60 lb uplift at joint 4 and 60 lb uplift at joint ,*,t+e � CJ 3. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard .S,.r0 G E'N 3 • e'9 ,��i O 80 •cc s ATE •��: s O N 11111�i��� FL Cert. 6634 May 20,2014 WARMAFG - Verify design parameters: and READ NOTES ON THIS AND INCLUDED WIrEIf REPERENCE PAGE MII-7473 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 Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the Additional bracing the Is the building Mew erector. permanent of overall structure responsibility of the designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/ri'll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Thus Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. if sauthern Pine (SP) lum'ber is specked, the design values are those effective 06101/2013 by ALSO Tama FL 33610-4115 P Job Truss Truss Type oty Ply Hendry T6319532 71900 G COMMON 9 1 Job Reference (optional) unamDers I russ Inc., ran Pierce 1-1. 34832 2-0-0 5-4-15 6-1-1 7.3b0 S Sep 27 2012 MI I0K IndUstnes, Inc. I Ue May 201b:34:27 2014 Pagel ID:oHTg505Ds3TR?kt?m4?ZGyzbDDE-yyEE-jypVbfx9s65do8 WzKKKBZ_15CY3RSf Dp RzEaMw 6-1-1 5-4-15 12-0.0 Scale = 1:44.4 4x5 = Iv 0 3x4 = 3x4 — 3xb — 3x4 — 3x4 Plate Offsets (X,Y): f2:0-1-6,Edgel, f6:0-1-6,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) 0.11 8-10 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.38 Vert(fL) -0.28 8-10 >985 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.22 Horc(fL) 0.06 6 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 105 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-1 oc pdriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-0-10 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1040/0-7-10 (min. 0-1-8), 6=1040/0-7-10 (min. 0-1-8) Max Horz2=252(LC 7) Max Uplift2=-71 1 (LC 8), 6= 711(LC 8) Max Grav2=1175(LC 2), 6=1175(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2028/1076, 3-4=-1748/955, 4-5=-1748/955, 5-6=-2028/1076 BOT CHORD 2-10=-837/1896, 9-10=-409/1184, 8-9=-409/1184, 6-8— 837/1819 WEBS 4-8=-265/625, 5-8=-480/365, 4-10=-265/625, 3-10— 479/365 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu@=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=6ft; Cat. II; FRS directional); Lumber DOL=1.60 ate grip 3) Thls truss has been designed a 10.0 psf bottom chord live load olnconcur ennt with any other live loads. ,Ot+s A' r0I J* 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fd between the bottom chord and any other members.E N 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 711 lb uplift at joint 2 and 711 lb uplift at ����.'• �.�Ci S�,•_...q�i,. joint 6. : • j'`j 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. .�. O 3938 0 --•� 4,7�1 LOAD CASE(S) Standard =) Mir oO' TATE O N A1- FL Cert. 6634 May 20,2014 Q WARNING - Deri, fy design p...ters aced READ NOTES ONTAIS ANm INCLUDED MITEX REFERENCE PAGE JWI.7473 BEFORE USE. Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. sot Applicability of design parameters and proper incorporation of componentis responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the Additional bracing the is the building MiTek° erector. permanent of overall structure responsibility of the designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, Consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East 13W. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. it Savrhem Pine (SP) lumber is specified, the design values are those effective 06/01/2013 by ALSC Tama FL 33610-4115 P Job Truss Truss Type Qty Ply Hendry T6319533 71900 GEA GABLE 1 1 Job Reference (optional) L;namoers i russ me., t-ort vierce m. 34vtsz 7.350 s Sep 27 2012 MiTeK Industries, Inc. Tue May 20 15:34:32 2014 Page 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-Iv 77I QOyK7H EGd_2QMkhg01 CZamjm WmpbkM_UezEaMr -2-0-0 4-1-12 8-3-8 10-3-8 2-0-0 4-1-12 4-1-12 2-0-0 4x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.03 7 n/r 120 TCDL 15.0 Lumber Increase 1.25 BC 0.02 Vert(rL) -0.07 7 n/r 90 BCLL 0.0 ' Rep Stress Incr NO WB 0.03 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 OTHERS 2x4 SP No.3 BRACING TOP CHORD BOT CHORD REACTIONS All bearings 8-3-8. (lb) - Max Horz2=115(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 9, 10, 8 except 2=-336(LC 8), 6= 336(LC 8) Max Grav All reactions 250 lb or less at joint(s) 9, 10, 8 except 2=299(LC 2), 6=299(LC 2) Scale = 1:23.3 PLATES GRIP MT20 244/190 Weight: 37 lb FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. Io 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; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 ANSVrPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. tIll1 I I II fit 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 w� • •, . �e i�� fit between the bottom chord and any other members. E N 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 10, 8 except Qt=lb)��,`�: • �,� S 2=33616=336. ® • �'zf 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. * : • 6 39380 �- - LOAD CASE(S) Standard = - .frca ATE A' �`' lu FL Cert. 6634 May 20,2014 0 WARNING - Verify design parameters and READ NOTES ONTAIS AND INCLUDED MI7ERREPERENCE PAGE M 1 7473 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. �a Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional bracing the is the the building M iTeW permanent of overall structure responsibility of designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPli Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandra, VA 22314. if5outhem Piste (SP) lumber is specified, the design values arethose effective 06/01/2013 by ALSC Tampa, FL 33610-41IS Job o Tru russ ype fussGABLE cry Ply Hendry T6319534 1 1 Job Reference (optional) cnamoeM I ruse Inc., ron Pierce N. 34aaz 2-0-0 10-0-0 1.35U S 5ep 21 2U12 MI I eK IncIUSlnes, Inc. I Ue May 20 15:34:33 2014 Page 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-n6bVEm1a5RQ5tnZF 3FwDbaNRz54VziypN6X04zEaMq 4x4 = 5x6 = 10-0-0 2-0-0 Scale = 1:39.4 3Io LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.03 13 n/r 120 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.06 13 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.05 Hotz(TL) 0.00 12 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix) Weight: 97 lb FT = 0% 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. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 20-0-0. (lb) - Max Horz 2=-224(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 22, 14 except 2=-324(LC 8), 19= 119(LC 8), 20=-107(LC 8), 21 =- 152(LC 8), 17=-119(LC 8), 16= 107(LC 8), 15— 152(LC 8), 12=-324(LC 8) Max Grav All reactions 250 lb or less at joint(s) 18, 19, 20, 21, 22, 17, 16, 15, 14 except 2=304(LC 2), 12=304(LC 2) 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=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 V%%11111 / 1 / 01 Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are 2x3 MT20 unless otherwise indicated. A. 5) Gable requires continuous bottom chord bearing. ,......, a �� •• •\Ci E 6) Gable studs spaced at 2-0-0 oc. ����.� ° N S' ,9 � .• �, F • �V 4i 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. : • rii Q 39380 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 wiles 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) 22, 14 except Qt=lb;: 2=324,19=119,20=107,21=152,17=119,16=107,15=152,12=324.20 *�{� 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. • S 7AT E LOAD CASE(S) Standard �~ 0 A%N ° A% oO P •. \��� Fs .0Rk, •• 000`O N AI FL Cert. 6634 May 20,2014 0 WARAITNG - Verify design parmnetem and READ NOTES ON THIS AND INCLUDED M EKREPERENCE PAGE b7r1.7473 BEFORE USE. Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the Additional bracing the is the M!Tek" erector. permanent of overall structure responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandria VA 22314. If Sout kern Pine ISP) lumber is specified, the design values are these effective 06/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Hendry T6319535 71900 GEG GABLE 1 1 Job Reference (optional) cnamoers I russ Inc., Port Pierce r-I. 34y32 7.350 a Sep 27 2012 MITek Industries, Inc. Tile May 20 15:34:34 2014 Page 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-FI9uS61 CskYyVx8RYmm9lp7YBNSZEQj521 r5YxzEaMp -2-11 11.6-0 23-0-0 , 25-0-0 2-0 0 11-6-0 11-6-0 2-0-0 4x4 = 3x6 = Scale = 1:44.4 3Io LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.02 13 n/r 120 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.06 Vert(rL) -0.05 13 n/r 90 BCLL 0.0 ' Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code FBC2010/FPI2007 (Matrix) Weight:114 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 23-0-0. (lb) - Max Harz 2=-252(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-305(LC 8), 20— 117(LC 8), 21=-112(LC 8), 22= 131(LC 8), 23=-102(LC 5), 18=-117(LC 8), 16=-112(LC 8), 15=-131(LC 8), 14=-102(LC 4), 12= 305(LC 8) Max Grav All reactions 250 lb or less at joint(s) 19, 20, 21, 22, 18, 16, 15 except 2=326(LC 2), 23=277(LC 13), 14=276(LC 14), 12=326(LC 2) 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; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; 13=45ft; L=50ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 ANSUFPI 1. ,t%J111 111111 4) All plates are 2x3 MT20 unless otherwise indicated. _�p S A 5) Gable requires continuous bottom chord bearing. �� \v`P........ sj 6) Gable studs spaced at 2-0-0 oc. `��� •.S; •, 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: Ona 39380 `�I fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 305 lb uplift at joint 2, 117 lb uplift at joint40 112 lb uplift at joint 21, 131 lb uplift at joint 22, 102 lb uplift at joint 23, 117 lb uplift at joint 18, 112 lb uplift at joint 16, 131 lb uplift at joint 15, 102 lb uplift at joint 14 and 305 lb uplift at joint 12. — „mod • {� y 10) "Semi -rigid pltchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ' '~ ATE �U LOAD CASE(S) Standard (� • T� O R �i�s ••......• C? S1 0 N A; �,��� 111 FL Cert. 6634 May 20,2014 0 WARNING - Verify design pammnetem and READ NOTES ON7EIS AND INCLUDED MI7W REFERENCE PAGE MI-7473 BEFORE USE. Design valid for use only wffh MTek connectors, This design is based only upon parameters shown, and is for an individual building component. �� Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the resporuibillity of the erector. Additional bracing of the overall structure is the the building designer. For Welk' permanent responsibility of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informa8on available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. if Southern Pine (SIP) lumber is specified, the design values are those effective 06/01/2013 by ALSO Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Hendry T6319536 71900 GRA HIP 1 n L Job Reference (optional) unamoers i russ Inc., von Pierce Fi. 349s2 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue May 20 15:34:35 2014 Page 1 ID:oHTg505Ds3T R?kt?m4?ZGyzbODE-jUj Gf S2gd2gp74jd5UIOIOf i5nbUzD(FHhbe5zzEaMo 4-11-3 9-10 6 16 4-5 22-10-4 28-10.8 35-2-5 37-2-5 4-11-3 4- it 6-5-15 6 5-15 6-0-4 6-3 13 2-0-0 7xs i 5.00 12 01. 7x8 3x8 11 5x6 = 4x4 = 48 = 10x18 MT18HS= 45 = 3x8 II 4x5 = 06 = 4x8 = i 4-11-3 9-10-6 _ _ _ 16-4-5 22-10-4 28-12.8 35-2-5 i 4.11-3 i 4-11-3 6-5-15 6-5-15 6-0-4 6-3-13 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.26 TCDL 15.0 Lumber Increase 1.25 BC 0.85 BCLL 0.0 ' Rep Stress Incr NO WB 0.73 BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x6 SP No.2 *Except` 12-13: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 6-9,1-17: 2x6 SP No.2 DEFL in (loc) Vdefl Ud Vert(LL) 0.1511-13 >999 360 Vert(Q -0.26 11-13 >999 240 Horz(TL) 0.03 9 n/a n/a Scale= 1:64.7 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 446 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc p6dins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 17=2255/0-10-13 (min. 0-1-8), 9=3131/0-7-10 (min. 0-2-1), 7=6/0-7-10 (min. 0-1-8) Max Horz 17= 232(LC 6) Max Uplift17= 1440(LC 8), 9= 1888(LC 8), 7=-180(LC 19) Max Grav 17=2547(LC 2), 9=3530(LC 2), 7=288(LC 14) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.) TOP CHORD 1-2= 3978/2267, 2-3= 4233/2462, 3-4= 4728/2790, 4-20=-4728/2790, 5-20=-4728/2790, 5-6=-2934/1686,6-7=-594/1063,1-17=-2432/1412 BOT CHORD 17-21=-184/292, 16-21=-184/292, 16-22=-1880/3612, 15-22= 1880/3612, 14-15=-1939/3859, 14-23= 1939/3859, 23-24=-1939/3859, 13-24=-1939/3859, 13-25=-1205/2594, 12-25=-1205/2594, 11-12=-1205/2594, 10-11=902/614, 9-10=-902/614, 7-9=-913/624 WEBS 2-16=-577/375, 2-15=-353/426, 3-15=-312/557, 3-13=-595/1224, 4-13= 513/381, ,,II IIf f 1 f 1/ 5-13=-1514/2753, 5-11= 966/584, 6-11=-1990/3820, 6-9=-3409/1943, 1-16— 1902/3406 �e%%_n N S A. NOTES 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: �� �`,•' \ C' E N S' � 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, 2x4 - 1 row at 0-8-0 oc. o r ' O 39380 ---�; Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 7t 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 gjy * J connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof five loads have been considered for this design. : {� 4) Wind: ASCE 7-10; Vu@=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=6ft; Cat. I: TAT E Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 , e 5) Provide adequate drainage to prevent water ponding. p R 6) All plates are MT20 plates unless otherwise indicated. �i s • . • • . • • C? his ss has been designed for a 8) TThis truss has been designed for ali a load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,.0 psf bottom chord live load nonconcurrent with any other live loads.,,�� N A; ���,` fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1440 lb uplift at joint 17, 1888 lb upl'Ift at joint 9 and 180 lb uplift at joint 7. FL Cent. 6634 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Mav 20,2014 Continued on Daae 2 ® WARNING - Verify design parmneters and REdD NOTES ON THIS AND INCLUDED W7FKREFERENCE PAGE =1747a BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon para m stars shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown �a is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional bracing the is the the building MiTek° permanent of overall structure responsibility of designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra, VA 22314. 6904 Parke East Blvd. tf Southern Pine f 5P) lumber is specified, the design values are those effective 06/02/2013 by ALSO Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Hendry T6319536 71900 GRA HIP 1 n L Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue May 20 15:34:35 2014 Page 2 ID:oHTg505Ds3T R?kt?m4?ZGyzbQDE-jUj Gf S2gd2gp74jd5U[010f i5nbUzD(FHhbe5zzEaMo NOTES 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 96 lb down and 80 lb up at 4-1-11, 186 lb down and 153 lb up at 6-11-10, 276 lb down and 198 lb up at 9-9-9, 366 lb down and 226 lb up at 12-7-8, and 456 lb down and 265 lb up at 15-5-7, and 1423 lb down and 807 lb up at 18-3-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3= 60, 3-5=-60, 5-8=-60, 7-17=-20 Concentrated Loads (lb) Vert: 15= 243(B) 21=-83(B) 22=-163(B) 23=-323(B) 24=-403(B) 25=-1260(B) Q WARNING - Verify design parameters and READ NOTES ON MIS AND INCLUDED MTEKREPERENCE P®GEM-7473 BEFORE USE. Design valid for use only with Weir connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional bracing the is the the building designer. For MiTek' permanent of overall structure responsibility of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Sheet Suite 312 Alexandria, VA 22314. it Mthem Pine (SP) lumber is specified, the design values are those effective 06/01/20113 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty P y Hendry T6319537 71900 GRB COMMON 1 A G Job Reference (optional) unamoers , russ inc., Fort rierce ri. 64aue /.35U s 59p z/ 2U12 mi I eK Inaustnes, Inc. I ue May 20 15:34:36 2014 Page 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-BhGeso3SOMofkElgf BpdrECsUB2li8eOVLKBd PzEaMn 4-9-12 9-7-8 11-11-3 15-0-7 19-3-0 4-9-12 4-9-12 2-3 11 3 1-4 4-2-9 Scale= 1:31.6 4x4 = Io 4x10 = 3x12 II 7x8 = 10x10 = 8 21 3x6 II 4x8 = 7x8 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.28 Vert(LL) 0.09 11 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.43 Vert(Q -0.17 11 >851 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.80 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 244 lb FT = 0 LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-1 oc p6dins. BOT CHORD 2x8 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* 4-9: 2x4 SP M 30, 4-8: 2x6 SP No.2 REACTIONS (lb/size) 1=3386/0-7-10 (min. 0-1-8), 6= 528/0-7-10 (min. 0-1-8), 8=6973/0-7-10 (min. 0-3-3) Max Harz 1=180(LC 7) Max Upliftl=-1930(LC 8), 6=-617(LC 19), 8= 4206(LC 8) Max Grav 1=3675(LC 19), 6=449(LC 7), 8=7687(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2— 7379/3849, 2-3=-1356l703, 3-4=-1299/730, 4-5= 1485/2837, 5-6=-1276/2430 BOT CHORD 1-16=-3487/6756, 16-17= 3487/6756, 11-17=-3487/6756, 11-18= 3487/6756, 10-18=-3487/6756, 10-19= 3487/6756, 9-19= 3487/6756, 9-20= 2586/1517, 8-20=-2586/1517, 8-21= 2217/1139, 21-22=-2217/1139, 7-22= 2217/1139, 7-23=-2217/1139, 6-23=-2217/1139, 6-24— 2232/1154 WEBS 2-11=-2128/4134, 2-9=-5979/3256, 3-9=-592/791, 4-9=-3186/6062, 4-8= 6498/3483, 5-8=-534/428 NOTES 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: ��ruauta�� 1, ,�� PS A q �� 1 Le 4*0j Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-6-0 oc. ♦♦♦ 0 • •"� : %� ' \ C' E N S' •.9j� �,r Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered 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 0 39 3 80 _. connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. d * : • r 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL--3.Opsf; h=16ft; B=45ft; L=50ft; eave=6ft; Cat. Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 ;- 5) The solid section of the plate is required to be placed over the splice line at joint(s) 10. ► - ": b TAT E : �/ 6) Plate(s) at joint(s) 10 checked for a plus or minus 2 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �0 •,� 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 �i s R `G `♦♦ fit between the bottom ,#I� chord and any other members. 9) Provide truss to bearing �'/� N A mechanical connection (by others) of plate capable of withstanding 1930 lb uplift at joint 1, 617 lb uplift at joint 6 ,#111 f I1`W and 4206 lb uplift at joint 8. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. FL Cent. 6634 Mav 91719(l14 Continued on Dace 2 ® WARMING - Verify desigrz paraimetem and READ NOTES ON THIS RAID INCLUDED b9=REFERENCE PAGE b711-7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer- not miss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional bracing the is the the building designer. MiTek" permanent of overall structure responsibility of For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1'Pll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312, Alexandria, VA 22314. if Sauthem Pine f5P) lumber is specified, the design values are those eftecUuL-06f01 f2013 by ACSC Tampa, FL 33610-4i 15 Job Truss Truss Type Oty Ply Hendry T6319537 71900 GRB COMMON 1 2 Job Reference (optional) unamDers I russ Inc., FOrt !'Ierce hI. 349132 7.350 a eep 27 2012 MI I eK IncUstnes, Inc. 1 Ue May 20 1 S34:31 2014 Page 2 ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-ftgO48449fwWMOtODvKsNRl1 EbOXRbuYk?419szEaMm NOTES 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1675 lb down and 904 lb up at 2-5-4, 1675 lb down and 904 lb up at 4-5-4, 1675 lb down and 904 lb up at 6-5-4, 1675 Ib down and 904 lb up at 8-5-4, 1675 lb down and 904 lb up at 10-5-4, 186 lb down and 157 lb up at 12-5-4, 187 lb down and 157 lb up at 14-5-4, and 187 lb down and 157 lb up at 16-5-4, and 187 lb down and 157 lb up at 18-5-4 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-6=-60, 1-6= 20 Concentrated Loads (lb) Vert: 16=-1551(B) 17= 1551(B) 18= 1551(B) 19=-1551(B) 20=-1551(B) 21=-135(B) 22=-135(B) 23=-135(B) 24=-135(B) 0 WARMNG - Verify design parameters and READ NOTES ON THIS AND INCLUDED mr EKREFERENCE PAGE Mi-7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. �v Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the Additional bracing the the M iTek' erector. permanent of overall structure is responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Thus Plate Institute, 781 N. Lee Sheet Suite 31Z Alexandria, VA 22314. Ifs outhern Pine fsP} lumber is specified, the design values are these effective 06/01/2013 by ALSC Tampa, FL 33610-4116 Job Truss Truss Type City Ply Hendry T6319538 71900 GRE SPECIAL 1 1 Job Reference (optional) imam Dens 1 russ Inc., rOn vierce rl. 34VUE 4x6 = 4-10-8 7.350 s Sep 27 2012 MITek Industries, Inc. Tue May 20 15:34:37 2014 Page 1 ID:oHTg505Ds3T R?kt?m4?ZGyzbQDE-ftg048449fwW MOtODvKsN RIx2bFm RnVYk?419szEaMm 2SX8= 3X6 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud TCLL 20.0 Plates Increase 1.25 TC 0.67 Vert(LL) 0.07 3-4 >815 360 TCDL 15.0 Lumber Increase 1.25 BC 0.99 Vert(fL) -0.12 3-4 >436 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.06 Horz(fL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (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 1-4: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS (lb/size) 4=941/0-7-10 (min. 0-1-8), 6=623/Mechanical Max Uplift4=-591(LC 4), 6=-390(LC 4) Max Grav4=1062(LC 2), 6=703(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-5=305/60512-5=-305/605 Scale = 1:18.4 PLATES GRIP MT20 244/190 Weight: 36 lb FT = 0% Structural wood sheathing directly applied or4-10-8 oc puffins, except end verticals. Rigid ceiling directly applied or 4-1-15 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=6ft; Cat. II; 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) 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 ,1/11111 f i Il#, fit between the bottom chord and any other members. ,q ��I♦ 5) Refer to girder(s) for truss to truss connections. `%e� PS A. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 591 lb uplift at joint 4 and 390 lb uplift at `��, 0 •.•�C E•N S; <e.9 ♦♦j♦ joint 6. ,�`� •• %I �` •• ?t �. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. < "'r~ �'•• :i 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 693 lb down and 406 lb up at * 0 3938 0 j 0-11-4, and 693 lb down and 406 lb up at 2-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. ylt 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) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-60, 3-4=-20 Concentrated Loads (lb) Vert: 7= 614(F) 8=-614(F) �-:'-ATE ♦♦��is ON A11 0A�0��� FL Cert. 6634 May 20,2014 WARMING - Verify design parameters and READ NOTES ONTAIS AND INCLUDED MRKREPERBNCE PAGE &!II-7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and Is for an individual building component. � Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity of the erector. Additional bracing the is the the building designer. For MiTek" permanent of overall structure responsibility of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312 Alexandria, VA 22314. its outhern Pine (51P) lumber is specified, the design values are these effective 06/01/2013 by ALSC Tampa, FL 33610-4i 15 Job Truss Truss Type Oty Ply Hendry T6319539 71900 GRG SPECIAL 1 1 Job Reference (optional) GnamDers I russ Inc., tort 1'Ierce m. 34962 2-0-0 4-1-11 3-1-5 3x4 = 4x4 = 2x3 II 4-3.0 /.:iCU a Jep zi ZUIZ MI I eK maustnes, Ine. I ue May zu 10::54:uu 2U14 rage 1 ID:oHTg505Ds3TR7kt7m47ZGyzbQDE-73O0HU5iwz2N YRCncr5vdHCj_ehASuhzfplilzEaMI 45 11 3-11-14 3.11-14 Scale = 1:36.5 4-1-11 7-3 0 13-4-6 19.5-12 4-1-11 3.1-5 6-1-6 6-1-6 Plate Offsets KY): f2:0-1-6,Edgel, [7:0-3-10,Edge] LOADING (psf) SPACING 2-0-0 CSI DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) 0.16 9 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.75 Vert(rL) -0.28 10 >835 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.62 Horz(TL) 0.08 7 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 106 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-4 oc p6dins. BOT CHORD 2x4 SP M 30 `Except' BOT CHORD Rigid ceiling directly applied or 7-9-12 oc bracing. 4-10: 2x4 SP No.3, 7-9: 2x6 SP 2400F 2.0E MTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 7=1280/Mechanical, 2=1002/0-7-10 (min. 0-1-8) Max Horz2=208(LC 7) Max Uplift7=-787(LC 8), 2=-695(LC 8) Max Grav7=1443(LC 2), 2=1133(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1852/929, 3-4=-2939/1572, 4-5=-2969/1675, 5-6=-2171/1198, 6-7=-2423/1337 BOT CHORD 2-11= 871/1652, 4-9=-310/242, 8-9=-742/1545, 8-18=-1186/2228, 7-18— 1362/2496 WEBS 3-11=-725/444, 9-11= 852/1639, 3-9= 530/1042, 5-9=-822/1583, 5-8=-424/854, 6-8=-366/299 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=6ft; Cat. II; ttt jjll l 111fit. Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 ``�� POJ A q 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦ �I 4) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ��� • • • C•E•N 5' • • e•9 fit between the bottom chord and any other members. ,` �, '.•!%i i 5) Refer to girder(s) for truss to truss connections. • mil 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 787 lb uplift at joint 7 and 695 lb uplift at Q 3938,. joint 2. .`. 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) 683 lb down and 410 lb up at •_ - — e 'f(t 16-4-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. .. (E 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). lo LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-60, 5-7=-60, 10-15=-20, 9-12=-20 Concentrated Loads (Ib) Vert: 18=-603(F) �1111111► FL Cert. 6634 May 20,2014 Q WARMNG - Verify design pw=,.ters aad READ NOTES OAFTIIIS AND INCLUDED MULIKREPERENCE PAGEMI-7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the Additional bracing the Is the the building designer. M iTek• erector. permanent of overall structure responsibility of For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPlr Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East BNd. Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. IrSouthem Pine (SP) lumberis specified, the design values are those effective 06/01/2013 byALSC Tampa, FL 33610-4115 Job Truss Truss Type Oty Ply Hendry T6319540 71900 J1 MONO TRUSS 7 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce A. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue May 2015:34:38 2014 Page 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbODE-7300HU5iwz2N YRCncr5wfHBb_oxAEehzfplilzEaMl 2-0-0 1-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) 0.00 5 >999 360 TCDL 15.0 Lumber Increase 1.25 BC 0.10 Vert(Q 0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 2=255/0-7-10 (min. 0-1-8), 4= 37/Mechanical, 3=-21/Mechanical Max Harz 2=103(LC 8) Max Uplift2=-339(LC 8), 4=-44(LC 2), 3=-25(LC 2) Max Grav2=296(LC 2), 4=74(LC 8), 3=48(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:8.3 tl2 0 O PLATES GRIP MT20 244/190 Weight: 7 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc p6dins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=451t L=50ft; eave=6ft; 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 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. , `+,lg11111/1,, 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 339 lb uplift at joint 2, 44 lb uplift at joint 4 `�6wA C� A. and 25 lb uplift at joint 3. \V P•,, . 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ��� • • ii E N.Q e-9i LOAD CASE(S) Standard 0 39380� MCC E �U Off. <U ��i�ii • O R , • C? �` FL Cert. 6634 May 20,2014 © wARMNG - Verify design param ter. and READ NOTES ON THIS AND INCLUDED MTEKREPERENCE PAGE JUI-7473 BEFORE USE. Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown �� is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional bracing the is the MiTek' permanent of overall structure responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 31Z Alexandria, VA 22314. 6904 Parke East Blvd. 11S.1hern Pine (SP) luf iberisspecified, the design values arethose effective06/01/207.3 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Cry ly Hendry T6319541 [Job 71900 J3 MONO TRUSS 11 1 Reference (optional) unamners i russ inc., Ton Tierce H. 34932 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue May 2015:34:39 2014 Page 1 ID:oHTg505Ds3T R?kt?m4?ZGyzbQDE-bGynVg5LgHAEbiOPKKMKSsgJL081 vhurCJZs EkzEaMk -2-0-0 3-0.0 2-0-0 3-0-0 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.56 TCDL 15.0 Lumber Increase 1.25 BC 0.11 BCLL 0.0 " Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2010lrP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 3=55/Mechanical, 2=272/0-7-10 (min. 0-1-8), 4=21/Mechanical Max Harz 2=151(LC 8) Max Uplift3=-49(LC 8), 2=266(LC 8) Max Grav3=75(LC 13), 2=318(LC 13), 4=42(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-301/119 BOT CHORD 2-4=-115/292 Scale = 1:12.6 DEFL in (loc) Vdefl Ud PLATES GRIP Vert(LL) -0.00 7 >999 360 MT20 244/190 Vert(rL) -0.00 4-7 >999 240 Horz(TL) 0.00 2 n/a n/a Weight: 13 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc plirlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16111; B=45ft; L=50ft; eave=6ft; 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 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 ,t%J 1111111►11� fit between the bottom chord and any other members. ♦% A I, 4) Refer to girder(s) for truss to truss connections. `i A PCJ I i A4 f `� 1`�' • . . 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 49 lb uplift at joint 3 and 266 lb uplift at joint �-N�0 , •S' • • e"9 �'i 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. • �'`i LOAD CASE(S) Standard 0 39380 :O �5 ATE • �;• Al P _ psi FS . OR k O '0 N FL Cert. 6634 May 20,2014 © W6RMNG - Verify design parameters and READ NOTES ONTTas AND INCLUDED NITEK REPERENCE P.AGE Mi-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual buBding component. 19! Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component S Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Savthenn Pine (SP} lumber is specified, ed, the design values are those effective 0b/01/2013 by ALSO Tampa, FL 33610-4115 Job Truss Truss Type City Ply Hendry T6319542 71900 J5 MONO TRUSS 9 1 Job Reference (optional) unambers I russ Inc., I -On Pierce H. 34932 7.350 S Sep 27 2012 MITeK Industries, Inc. Tue May 20 15:34:39 2014 Page 1 ID:oHTg505Ds3T R?kt?m4?ZGyzbQDE-bGynVg5LgHAEbiOPKKMKSsgJL05HvhurCJZsEkzEaMk -2-0-0 5-0-0 2.0.0 I 5-0.0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) -0.01 4-7 >999 360 TCDL 15.0 Lumber Increase 1.25 BC 0.28 Vert(fL) -0.04 4-7 >999 240 BCLL 0.0 " Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS (lb/size) 3=106/Mechanical, 2=360/0-7-10 (min. 0-1-8), 4=42/Mechanical Max Horz2=202(LC 8) Max Uplift3=-106(LC 8), 2=-298(LC 8) Max Grav3=142(LC 13), 2=424(LC 13), 4=74(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 322/88 BOT CHORD 2-4— 183/423 Scale = 1:16.7 PLATES GRIP MT20 244/190 Weight: 19 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MtTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=6ft; 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 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. , ,'111111111111 , 4) Refer to girder(s) for truss to truss connections. `� !_Ap,S A q 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 lb uplift at joint 3 and 298 lb uplift at w \V' ,... 4 6) "Semi -rigid pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. : A N- F�•.�!%i *. 40 9 ATE o •�siosS/O N 11/11111111°° LOAD CASE(S) Standard FL Cert. 6634 May 20,2014 'A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFER P&GE b71I-7473 BEFORE USE -MCE Design valid for use only with MTek connectors. This design is based only upon parametersshowm and Is for an individual building component. �� Nil' Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional bracing the is the permanent of overall structure responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312, Alexandria, VA 22314. It them Pine (SP) lumber is specified, the design values are thase effective t16/01 f2013 by ALSC 6904 Parke East Blvd. Tampa, FL 33610-4115 Job Truss Truss Type City Ply Hendry T6319543 71900 JA MONO TRUSS 1 1 Job Reference (optional) L;namoers i russ mc., non Tierce N. 34ae2 3A = LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.01 TCDL 15.0 Lumber Increase 1.25 BC 0.02 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2010frP12007 (Matrix-M) LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 "pu s Sep 27 2012 MI I eK Inaustnes, Inc. I Ue May 20 1 b:34:40 2014 Nage 1 ID:oHTg505Ds3T R?kt?m4?ZGyzbQDE-3S W9i96zRal5Dsbbul tZ?4NcdoVge78_Qzl PmAzEaMj 1-0-0 c nn5n Scale = 1:6.6 REACTIONS (lb/size) 1=40/0-7-10 (min. 0-1-8), 2=20/Mechanical, 3=17/Mechanical Max Horz 1=25(LC 8) Max Uplift1= 16(LC 8), 2=-18(LC 8), 3=-11(LC 8) Max Grav 1=47(LC 13), 2=26(LC 13), 3=21(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. DEFL in (loc) Vdefl Ud PLATES GRIP Vert(LL) -0.60 4 >999 360 MT20 244/190 Vert(fL) -0.00 4 >999 240 Horz(TL) 0.00 3 n/a n/a Weight: 3 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc'purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vu@=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=6ft; 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 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 16 lb uplift at joint 1, 18 lb uplift at joint 2 and 11 lb uplift at joint 3. , ♦A S A 0 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. C).��C ' `O 39380 ATE /O N LOAD CASE(S) Standard FL Cert. 6634 May 20,2014 0 WARNING - Verify design parametem and READ NOTES ONTHIS AND INCLUDED I1aITEKREFERENCE PAGE bII1-7473 BEFORE USE. � Design valid for use only with MTek connectors, This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer -not buss designer. Bracing shown �a is for lateral support of individual web members only. Additional temporary bracing to insure stability during constructon is the responsibillity of the erector. Additional bracing the is the the building M iTek" permanent of overall structure responsibility of designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI'Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312, Alexandria, VA 22314. if Southern Pine (SP) lumber is specified, Tile design values are Chase effective 0b{01/2013 isy AI.SC 6904 Parke East Blvd. Tampa, FL 336T0 4115 Job Fruss Truss Type City Ply Hendry T6319544 71900 K COMMON 2 1 Job Reference (optional) unamuers I russ Inc., tort tierce m. 348tlZ l.Sbu s Sep zt zolz Mr l eK mauslnes, mc. 1 ue May 2U 1 b:s4:4o 2U14 rage 1 ID:oHTg505Ds3T R?kt?m4?ZGyzbODE-3SW 9i96zRal5Dsbbul tZ?4N W WoQae57_OzIP mAzEaMj -2-0-0 8-3-13 16-7-10 2-0-0 8-3-13 8-3-13 Scale = 1:31.6 46 = Io 4x4 = --- — 2x3 11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) 0.07 5-9 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.34 Vert(fL) -0.18 5-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC20101rP12007 (Matrix-M) Weight: 60 lb FT = 0% LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS (lb/size) 4=66310-7-10 (min. 0-1-8), 2=788/0-7-10 (min. 0-1-8) Max Harz 2=183(LC 7) Max Uplift4=-387(LC 8), 2=-565(LC 8) Max Grav4=746(LC 2), 2=891(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1512/535, 3-4=-1815/995 BOT CHORD 2-6= 743/1930, 5-6=-311/844, 4-5=-1274/2252 WEBS 3-5=0/340 BRACING TOP CHORD Structural wood sheathing directly applied or 5-3-1 oc pildins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 ►1111111►1 3) Plate(s) at joint(s) 6 checked for a plus or minus 5 degree rotation about its center. ���`,1PS A 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `� • �e ° 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 `%% •. • G•E•No*-. '9 fit between the bottom chord and any other members. % A` .• 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 387 lb uplift at joint 4 and 565 lb uplift at joint 2. 39380 7) 'Semi -rigid pitchbreaks including heels" Member end fairy model was used in the analysis and design of this truss. LOAD CASE(S) Standard Mix Z - ='- - 5 ATE ' 4/ FL Cert. 6634 May 20,2014 ® WARNING - Verify design par uadffs and READ NOTES ON7711S AND INCLUDED PHTE f REFERENCE PAGE Mf1-7473 BEFORE USE. Design valid for use only with Mifek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer -not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional bracing the is the the M!Tek` permanent of overall structure responsibility of building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Taus Plate Institute, 781 N. Lee Sheet Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. If Southern Pine f5P) lumber is specked, the design va lues are those effective 06/OS/2013 by AISC Tam a p , FL 33610-4'115 Job Truss Truss Type Oty Ply Hendry T6319545 71900 KJ3 MONO TRUSS 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue May 2015:34:41 2014 Page 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbODE-Ye4XwV7bCuOyr?AnSIOoXHvhPCc RNaO7fd2yIdzEaMi -2-9-15 4.2-3 2-9-15 4-2-3 Scale= 1:13.8 LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.11 Vert(fL) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 17 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc prirlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 3=56/Mechanical, 2=267/0-10-13 (min. 0-1-8), 4=15/Mechanical Max Harz 2=113(LC 8) Max Uplift3=41(LC 8), 2=-312(LC 8) Max Grav3=67(LC 13), 2=309(LC 2), 4=49(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-761/470 BOT CHORD 2-4=495/785 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=loft; 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 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 ,t%%J 111 111101, 4) Referfit Tto gieenrder(s) forbottOtruss tot tchord rany other uss connections. ,,,,\p � NS• A. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 41 lb uplift at joint 3 and 312 lb uplift at joint2. `���� •.°�G E N+ e.9 ��� 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 0 39 8 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-60 Trapezoidal Loads (plo Vert: 2=0(F=30, B=30)-to-3=-63(F=-1, B=-1), 5=0(F=10, B=10)-to-4= 21(F=-0, B=-O) = ~ATE SIO N A1- E �;�, �11111111 FL Cert. 6634 May 20,2014 Q WARNING - Verify design parmaeter s and READ NOTES ONTRIS ARID INCLUDED rffl7P f REFERENCE PAGE MI.7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary tracing to insure stability during construction is the responsibillity of the erector. Additional bracing the is the the building designer. For MiTek' permanent of overall structure responsibility of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sl=Safety Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312 Alexandria, VA 22314. them Pine (5P} lumber is specified, the design values are those effective 06/01/2013 by ALSC Tampa, FL 33610-4t t 5 Job Truss Truss Type Qty Ply Hendry T6319546 71900 K.15 MONO TRUSS 2 1 Job Reference (optional) L;namoers I russ Inc., r-on Plerce 1-1. 34VU2 2-9-15 3x4 = 3-6.1 3.54 12 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue May 2015:34:41 2014 Page 1 ID:oHTg505Ds3T R?kt?m4?ZGyzbQDE-Ye4XwV7bCuOyr?AnSIOoXHvhPCogNaO7fd2yldzEaMi 7-0-2 3-6-1 LOADING (psf) SPACING 2-0-0 CSI DER in (loc) Vdefl Ud TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) -0.05 4-7 >999 360 TCDL 15.0 Lumber Increase 1.25 BC 0.21 Vert(rL) -0.13 4-7 >633 240 BCLL 0.0 " Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010fTP12007 (Matrix-M) LUMBER BRA, TOP CHORD 2x4 SP M 30 TOP BOT CHORD 2x4 SP M 30 BOT REACTIONS (lb/size) 3=195/Mechanical, 2=383/0-10-13 (min. 0-1-8), 4=73/Mechanical Max Horz2=186(LC 8) Max Uplift3=-185(LC 8). 2=-351(LC 8) Max Grav3=248(LC 13), 2=439(LC 2), 4=120(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-800/0 BOT CHORD 2-4=-50/896 NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Ops Exp C; Encl., GCpi=0.18; MWFRS (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 of 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas whe 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 1 joint 2. 6) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis ar 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or'. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2= 60 Trapezoidal Loads (plf) Vert: 2=0(F=30, B=30)-to-3=-105(F=-23, B=-23), 5=0(F=10, B=10)-to-4=-35(F=-8, Scale= 1:19.1 PLATES GRIP MT20 244/190 Weight: 26 lb FT = 0% Structural wood sheathing directly applied or 6-0-0 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. ; h=16ft; B=45ft; L=50ft; eave=loft; Cat. II; er live loads. a rectangle 3-6-0 tall by 2-0-0 wide will %``�►►►►►►s►►►►��J 6Ib uplift at joint 3 and 351 Ib uplift at %% P`S A lb I design of this truss. ack(B). 30 39380 x i �;"C, . <C/ 9/0 N A� o��` FL Cert. 6634 May 20,2014 ® WARNING - Verify design pmranneters and READ NOTES ON TAIs Aim INCLUDED m rEKREPERENCB PAGB B9fi-7473 BEFORE USE. Design valid for use only with MTek connectors, This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability duddg construction is the responsibillity of the Additional bracing the is the MiTek' erector. permanent of overall structure responsibility of the building designer. For general guidance regarding fabrication quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra, VA 22314. if Southern Pine (5P) lumber is specified, the design values are these effective 06/01/2013 by AISC Tampa, FL 33610-4116 Job Truss Truss Type y Ply Hendry T6319547 71900 KJA MONO TRUSS 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Ft. 34982 4-2-3 3x4 = 7.350 s Sep 27 2012 Mrl eK Industnes, Inc. Tue May 20 15:34:42 2014 Page 1 ID:oHTg505Ds3T R?kt?m4?ZGyzbODE-Orev7r8DzCYpT91zOSw14VSxDcB W61 dHuHnWr3zEaMh Scale = 1:10.7 4-1-7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.07 Vert(LL) 0.01 3-6 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.06 Vert(Q -0.01 3-6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 13 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=67/0-10-13 (min. 0-1-8), 2=71/Mechanical, 3=31/Mechanical Max Horz 1=44(LC 7) Max Upliftl= 53(LC 7), 2=-63(LC 8), 3=-1 (LC 8) Max Grav 1=87(LC 3), 2=82(LC 2), 3=57(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=loft; 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 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 53 lb uplift at joint 1, 63 lb uplift at joint 2 o111111/111 and 1 lb uplift at joint 3. � S A. /�� 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �® �p`•.... '4� 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). %�� i LOAD CASE(S) Standard • • �— -- • r `31 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 * ,-Wo 393$O,y�- Trapezoidal Loads (plf) a- _ Vert: 1=0(F=30, B=30)-to-2=-63(F= 1, B=-1), 4=0(F=10, B=10)-to-3=-21(F=-O, B=-O) MCC Z �5 AT :•�` 111 FL Cert. 6634 May 20,2014 WARMNG - Verify design parameters and READ NOTES ONTHIS AND INCLUDED MITEICREFERENCE P&GE WI-7473 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. of design parameters and proper incorporation of component is responsibility of building designer - not taus designer. Bracing shown Dal' is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Additional bracing the is the M!Tek` erector. permanent of overall structure responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 31Z Alexandria VA 22314. if southern Wine (511) lumber is specified, the design values are those effective 06/01/2.013 by ALSC Tampa, FL 33610-4715 Job Truss Truss Type Qty Ply Hendry T6319548 71900 MV2 VALLEY 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue May 20 15:34:42 2014 Page 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbODE-Orev7r8DzCYpT9lzOSwl4VSyccB_61 dHuHnWr3zEaMh 3x4 LOADING (psi) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.05 TCDL 15.0 Lumber Increase 1.25 BC 0.03 BCLL 0.0 " Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2010frP12007 (Matrix) LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 2.0-0 2-0-0 5.00 F12 DEFL in (loc) Vdefl Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(TL) n/a n/a 999 Horz(TL) -0.00 2 n/a n/a BRACING TOP CHORD BOT CHORD REACTIONS (lb/size) 1=51/2-0-0 (min. 0-1-8), 2=38/2-0-0 (min. 0-1-8), 3=13/2-0-0 (min. 0-1-8) Max Harz 1=32(LC 8) Max Upliftl=-23(LC 8), 2=-40(LC 8) Max Gmvi=60(LC 13), 2=51(LC 13), 3=25(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 260 (lb) or less except when shown. Scale = 1:7.0 Weight: 5 lb FT = 0% Structural wood sheathing directly applied or 2-0-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) 2. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 23 lb uplift at joint 1 and 40 lb uplift at joint ``ve O�. ,`, E.NImo, 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. -4%: \ SF i .i LOAD CASE(S) Standard 0 3938 Q---.A * MX ATE w a ♦% FL Cert. 6634 May 20,2014 Q VJARNWG - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEKREFERENCE PAGE b11I-7473 BEFORE USE. Design valid for use only with MTek connectors, This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional bracing the is the MiTek` permanent of overall structure responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Al Audity Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Sheet Suite 312, Alexandria, VA 22314. IN them Pine (SP} lumber is specified, the design values are those effective O6/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Hendry T6319549 71900 MV4 VALLEY 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue May 2015:34:43 2014 Page 1 ID:oHTg505Ds3T R?kt?m4?ZGyzbQDE-U1 BHKB8rkVgg4JKAZ9 RGdi_21 ?VfrUtQ6xX3NVzEaMg 4-0-0 4-0-0 3x4 2x3 11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.32 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber Increase 1.25 BC 0.19 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 FBC2010/TP12007 (Matrix) 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=125/4-0-0 (min. 0-1-8), 3=125/4-0-0 (min. 0-1-8) Max Horz1=80(LC 8) Max Upliftl=-57(LC 8), 3=-90(LC 8) Max Gravl=148(LC 13), 3=157(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Soale= 1:11.3 PLATES GRIP MT20 244/190 Weight: 13 lb FT = 0% Structural wood sheathing directly applied or4-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. Mi fek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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. tP,1 1 1 1 1 1 1 fq 0 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift at joint 1 and 90 lb uplift at joint 3. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. %..•' Ci E N LOAD CASE(S) Standard FL Cert. 6634 May 20,2014 A WARNING - Verify design parameters and READ NOTES ON TUIS AND INCLUDED DHI EKREFERENCE PAGE MR-7473 BEFORE USE. Design valid for use only wth MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the Additional bracing the is the the building designer. pp� M! eka erector. permanent of overall structure responsibility of For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component IT 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. it 5authem Pine I(SP} lumber is specified, the design values are ttiase effective OE/01/2013 by AtSC Tampa, FL 33610-4115 Job Truss iruss lype aty Ply Hendry T6319550 71900 MV6 VALLEY 1 1 Job Reference (optional) unamoers i russ mc., rort vieme m. 34adz r.dou s oep zr zuI z MI I erc incusmes, inc. i ue may zu 1 ad9:gj zui q rage i ID:oHTg505Ds3T R?kt?m4?ZGyzbQDE-U1 BHKBBrkVgg4JKAZ9 RGdi_vK?PyrUtQ6xX3NVzEaMg 6-0-0 6-0-0 Of 3x4 2x3 11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud TCLL 20.0 Plates Increase 1.25 TC 0.94 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber Increase 1.25 BC 0.56 Vert(fL) n/a n/a 999 BCLL 0.0 " Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix) LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS (lb/size) 1=205/6-0-0 (min. 0-1-8), 3=205/6-0-0 (min: 0-1-8) Max Horzl=131(LC 8) Max Upliftl=-93(LC 8), 3=-148(LC 8) Max Grav 1=242(LC 13), 3=258(LC 13) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale: 3/4'=1' PLATES GRIP MT20 244/190 Weight: 20 lb FT = 0% BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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=O 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 93 lb uplift at joint 1 and 148 lb uplift at joint IttJ11111111, 3. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard FL Cert. 6634 May 20,2014 0 W6RMNG - Ve, l desig. parameters and READ NOTES ONTEIS AND INCLUDED M T11W REPERMCE PAGE L411.7473 BEFORE USE. Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Additional bracing the is the the building PVItTek° erector. permanent of overall structure responsibility of designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Sheet Suite 312, Alexandria, VA 22314. tf Sauthem Piave (SP} lumber is specified, the design values are those effective 06/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Hendry T6319551 71900 SGE1 GABLE 1 1 Job Reference (optional) unamDers I russ Inc., Fort Fierce N. 34ya2 7.3b0 s Sep 27 2012 MI I eK Industries, Inc. I us May 20 1534:44 2014 Fage 1 ID:oHTg5C5Ds3T R?kt?m4?ZGyzbQDE-yDIgYX9TVpoXiTvM7tyV9wXEBPn7avcaLbGdvyzEaMf 2_-0.0 6.4-9 9-7-8 11-11-3 19-3-0 21-3 0 2.0.0 6-4-9 3-2-15 2-3-11 7-3-13 2-0 0 4x4 = Scale = 1:38.8 Iv 0 3x5 = 3x4 = a 3x4 = 3x6 = LOADING (psf) SPACING 2-0-0 CSI DEFL in TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.11 TCDL 15.0 Lumber Increase 1.25 BC 0.37 Vert(rL) -0.31 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.02 BCDL 10.0 Code FBC2010lrP12007 (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 OTHERS 2x4 SP No.3 REACTIONS (lb/size) 2=702/0-7-10 (min. 0-1-8), 8=501/0-7-10 (min. 0-1-8), 6=577/0-7-10 (min. 0-1-8) Max Horz2= 217(LC 6) Max Uplift2=-475(LC 8), 8=-382(LC 8), 6=-389(LC 8) Max Grav2=840(LC 13), 8=616(LC 14), 6=651(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1151/398, 3-4=-583/240, 4-5= 601/272, 5-6=-806/229 BOT CHORD 2-10=-265/1356, 9-10= 12/576, 8-9= 12/576, 6-8=-319/1005 WEBS 3-10=-462/342, 4-10— 156/380, 5-8= 504/373 19-3-0 (loc) I/dell Ud PLATES GRIP 10-21 >999 360 MT20 244/190 10-21 >455 240 6 n/a n/a Weight: 96 lb FT = 0% Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu@=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the of the truss only. For to to the face), Standard Industry V%J11 � 1111111s J* plane studs exposed wind (normal see Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. ��%%% PS q ice♦ 4) All plates are 2x3 MT20 unless otherwise indicated. 5) Gable `, , Le `%� • •' E ni S ' q `� 2 �i studs spaced at 2-0-0 oc. .• �, �` `-- �'`ij 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' : y f-�"� • N O 3938 0 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 475 lb uplift at joint 2, 382 lb uplift at joints and 389 lb uplift at 6. joint 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ={� -- ATE AFL"':• LOAD CASE(S) Standard 0�T'•,iC` P,• ��� .,ass O N M 111 FL Cert. 6634 May 20,2014 Q WARMNG - Verify design parameters amd REdD NOTES ON THIS AAM INCLUDED 1UTKREPERENCB PAGE MI-7473 BEFORE USE. Design valid for use only with M7ek connectors, This design is based only upon parameters shown, and Is for an Individual building component. Wit Applicability of design parameters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional bracing the is the the building designer. MiTek' permanent of overall structure responsibility of For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 31Z Alexandria, VA 22314. if Southern Pine 9SP) lumber is specked, the design values are these effective 06/01/2013 by ALSC Tampa, FL 33610-41IS Job Truss Truss Type Qty Ply Hendry T6319552 71900 SGEA GABLE 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue May 20 15:34:45 2014 Page 1 ID:oHTg505Ds3T R?kt?m4?ZGyzbQDE-QQJ2ltA5 G7wOKdUYhaTki74Lfp2MJC EjaFOAROzEaMe i 8.6.0 16-0-0 19-7-15 25-3-15 i 31-8-3 i 37-8-0 39-8-0 i 8-6-0 7-6-0 3 7-15 5-8-0 6 4-4 5-11-13 5x6 = 5.00 12 Scale = 1:68.9 I I ax0 u 3x6 % 3x6 3x8 = 5x8 = 10 3x5 = 3x4 = 11-2-7 19-7-15 25-3-15 31-8-3 37-8-0 11-2-7 8-5-8 5-8-0 6.4-4 5-11-13 Plate Offsets (X,l):f1:0-3-0,0-1-81,f6:0-4-0,0-2-21,f11:0-2-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.21 12-14 >999 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.59 14-31 >646 240 BCLL 0.0 Rep Stress Incr NO W B 0.78 Horc(TL) 0.07 10 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight: 213 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-7 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=1272/0-7-10 (min. 0-1-11), 10=1908/0-7-10 (min. 0-2-7), 8=57/0-7-10 (min. 0-1-8) Max Harz 1=-326(LC 6) Max Uplift1=-721(LC 8), 10=-1051(LC 8), 8=-169(LC 8) Max Gmv 1=1423(LC 13), 10=2059(LC 2), 8=169(LC 20) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2645/1378, 2-3=-2484/1391, 3-4=-2289/1277, 4-5=-1988/1239, 5-35=-1769/1081, 6-35=-1769/1081, 6-7=-1221/703, 7-8= 345/865 BOT CHORD 1-14=-1272/2920, 13-14=-521/1621, 13-36=-521/1621, 36-37= 521/1621, 12-37=-521/1621, 11-12=-343/1079, 10-11= 690/464, 8-10=-690/464 WEBS 3-14= 652/510, 4-14=-422/948, 4-12= 3741735, 5-12— 1040/691, 6-12=-472/1062, 6-11=-643/368, 7-11=-849/1866, 7-10=-1910/1074 NOTES `01111 I l i l ttt 1) Unbalanced roof live loads have been considered for this design. ,%%�A NS A. ,(i � 2) Wind: ASCE 7-10; Vu@=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=6ft; Cat. II; `% \�` ........�e ie, Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 $1 0, •G E N •• •9 ee 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 ,` •: �.� F,�_'o,�i e Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3938 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 unless otherwise indicated. 6) The solid section of the plate is required to be placed over the splice line at joint(s) 2, 13. 7) Plate(s) at joint(s) 2 and 13 checked for a plus or minus 5 degree rotation about its center. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. ATE ; O •• b 10) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wilr4' ; N ••, �` P fit between the bottom chord and any other members, with BCDL=10.Opsf. pie �s . 0 R `� •\,��� 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 721 lb uplift at joint 1, 1051 lb uplift at joint �I� S 10 169 lb uplift at joint 8. 12) "Semii--rigid pitchb eaks including heels" Member end fixity model was used in the analysis and design of this truss. �sOI oO N A, W LOAD CASE(S) Standard FL Cert. 6634 May 20,2014 ® WARNING - Verify design parameters arrd READ NOTES ON IRIS AAID INCLUDED MITEKREPERENCE PAGE MfI-7473 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the Additional bracing the is the building MiTek` erector. permanent of overall structure responsibility of the designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. If t:hern.Mane(5P)lumberisspecified,thedesignvaluesaretheseeffective06/01/2013byALSC Tampa, FL 33610-4'115 Job Truss Truss Type Qty Ply Hendry T6319553 71900 SGEB GABLE 1 1 Job Reference (optional) chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue May 2015:34:46 2014 Page 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-uctQzDBk1 Q2Fxn3lFl_zELcWcDN12hHspvlj_gzEaMd -2-0.0 , 8-0-0 16-0-0 , 23-6-3 32-0-0 34-0-0 , 2-0-0 ' 8-0-0 8-0-0 7-6-3 8-5-13 2-0-0 3x4 = 4x6 = 5.00 ri2 Scale = 1:59.5 Iy 0 4x4 = 3x4 — 5x8 = JA10 3x4 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.56 Vert(LL) -0.52 10-12 >540 360 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.74 Vert(Q -0.91 10-12 >308 240 BCLL 0.0 " Rep Stress Incr NO WB 0.66 Horz(TL) 0.04 10 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 190 lb FT = O% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-11-8 oc pudins. 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 5-10 OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1067/0-7-10 (min. 0-1-8), 10=1530/0-7-10 (min. 0-1-14), 8=349/0-7-10 (min. 0-1-8) Max Horz2=336(LC 7) Max Uplift2=-706(LC 8). 10=-806(LC 8), 8=333(LC 8) Max Grav2=1221(LC 13), 10=1593(LC 14), 8=470(LC 20) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1863/954, 34=-1372/705, 4-5=-1353/731, 5-6=-90/350, 7-8=-747/348 BOT CHORD 2-12= 691/1869, 12-37= 91/815, 11-37=-91/815, 11-38— 91/815, 10-38=-91/815, 8-10= 468/981 WEBS 3-12= 716/552, 5-12=-336/952, 5-10= 1284/496, 7-10=-687/527 NOTES 1) Unbalanced roof live loads have been considered for this design. 11111111 / 2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=6ft; Cat. II; <��Vtol A Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 0 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 `�+� Q G E N,9 • t4.9 ��j� Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 4) All plates are 2x3 MT20 unless otherwise indicated. �" - '• `j 5) Gable studs spaced at 2-0-0 oc. rd o 39380 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 wiz fit between the bottom chord and any other members, with BCDL=10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 706 lb uplift at joint 2, 806 lb uplift at joint10 -eC ATE E jV and 333 lb uplift at joint 8. O •, 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.T,c••, `4 P •• \_`�� LOAD CASE(S) Standard j S O R 1 •• G ��� FL Cert. 6634 May 20,2014 Q WARMNG - Verify design parmnete and READ NOTES ON7AIS AND INCLUDED WTEKREFERENCE PAGE MI-7473 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. Applicability of design parameters and proper incorporaflon of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional bracing the is the the MiTek' permanent of overall structure responsibility of building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1PI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. it Pine f5P) lumber is specified, the design values dre those effective 06/01/2013 by ALSO Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Hendry T6319554 71900 SGEC GABLE 1 1 Job Reference (optional) ioers T russ inc., ron rierce ri. ogenZ 7.350 s Sep 27 2012 MITeK IncuStnes, Inc. Tue May 20 15:34:47 2014 Page 1 ID:oHTg505Ds3T R?kt?m4?ZGyzbQDE-MoRoAZBMokA6Zwdxo?VCnY9iadl6nCt01 ZVH W GzEaMc -2-0-0 6-6-1 11-11-0 19-8-3 23-10-0 25-10-0 2-0-0 6-6-1 5-4-15 7-9-3 4-1-13 2-0.0 Scale = 1:45.7 7x8 11 4x6 11 Iv 0 3x4 = sxg — 5x6 = 3x4 = 3x4 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC2010ITP12007 CSI TC 0.48 BC 0.61 WB 0.38 (Matrix-M) DEFL in Vert(LL) -0.28 Vert(TL) -0.71 Horz(TL) 0.04 (loc) Vdefl L/d 8-10 >859 360 8-10 >331 240 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 128 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc p6dins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-11-7 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-8 OTHERS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS (lb/size) 2=924/0-7-10 (min. 0-1-8), 8=1132/0-7-10 (min. 0-1-8), 6=163/0-7-10 (min. 0-1-8) Max Horz2=260(LC 7) Max Uplift2=-632(LC 8), 8=-609(LC 8), 6= 220(LC 8) Max Grav2=1051(LC 13), 8=1243(LC 14), 6=221(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1598/775, 3-4=-13837731, 5-6=-474/579 BOT CHORD 2-10=-538/1577, 10-26= 187/851, 26-27=-187/851, 9-27=-187/851, 8-9= 187/851, 6-8=-682/601 WEBS 3-10=-449/340, 4-10=-277/804, 4-8= 886/389, 5-8=-604/477 NOTES 1) Unbalanced roof live loads have been considered for this design. ,��►1111 i lrr�� 2) Wind: ASCE 7-10; VuH=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=6ft; Cat. II; ,% PCJ A q ��IO Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 •„ 4 �j 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 `��� • • • C E N S' • • e.9'oj� Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x3 MT20 unless otherwise indicated. • �'`4 5) Gable studs spaced at 2-0-0 oc. W 3 9 3 8 0 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 wiZ fit between the bottom chord and any other members, with BCDL = 10.0psf. '• ;{X 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 632 lb uplift at joint 2, 609 lb uplift at joint Z and 220 lb uplift at joint 6. s O ATE 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ���s .. . 1 o�, j� N A, �,%% FL Cert. 6634 May 20,2014 Q WARMNG - Verify design parameters and READ NOTES ONTHIS AMD INCLUDED IVQ REFERENCE PAGE AID-7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. �� Applicability of design parameters and proper incorporation of component is responsibil ty of building designer -not truss designer. &acing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional bracing the is the Mel( permanent of overall structure responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI7rPll Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. if Sauthem Pirtle )SP) lumber is specified, the desi®err values are'Yhose effective Oti/01/2013 by ALSO Tampa, p , FL 33610-4115 Job Truss Truss Type Qty Ply Hendry T6319555 71900 V4 I VALLEY 6 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue May 2015:34:50 2014 Page 1 ID:oHTg505Ds3T R?kt?m4?ZGyzbQD E-nN7xpaE E5fZgQOM W U73vP BnKQgt7_fcSkXjx7bzEaMZ r 2-0-0 4-0-0 i 2-0.0 2.0.0 5.00 12 3x4 3x6 = 3x4 Scale = 1:7.7 4-0-0 Plate Offsets KY): f2:0-3-0,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.06 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.14 Vert(fL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010ffPl2007 (Matrix) Weight: 10 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc ptjriins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=102/4-0-0 (min. 0-1-8), 3=102/4-0-0 (min. 0-1-8) Max Horz 1=-24(LC 6) Max Uplift1m-60(LC 8), 3=-60(LC 8) Max Grav1=114(LC 2), 3=114(LC 2) 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; VuR=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=6ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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. �P`•,. 7) "Semi -rigid including heels" Member end fixity model was used in the design this truss. • • E e•9 ,++i pitchbreaks analysis and of `%� �O . • \ G N S • LOAD CASE(S) Standard 0 39380 * : 5^ATE 4 O 0 FL Cert. 6634 May 20,2014 A& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED BUTEKREPERENCB PAGE Wr 7473 BEFORE USE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillify of the MiTek° erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. lfSout Bern Pine )SP) lumber is specified, the design values are *those effective 06/01/2013 by ALSC Tampa, FL 3361 D-4115 o Truss Truss Type Qty Ply Hendry T6319556 71900 VS VALLEY 2 1 Job Reference (optional) Chambers Truss Inc., Fort Pierre FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue May 2016:34:52 2014 Page 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-imEhDGFUdGpOfiWubY5NUcsaEeZuSZQIBrC2BUzEaMX 4-0-0 B-0-0 4-0-0 4-0r0 Scale= 1:14.9 44 = 3x4 2X3 11 +2M 3X4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.36 Vert(LL) n/a Na 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.18 Vert(-L) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight: 24 lb FT = 0% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=129/8-0-0 (min. 0-1-8), 3=129/8-0-0 (min. 0-1-8), 4=266/8-0-0 (min. 0-1-8) Max Harz 1=61(LC 7) Max Uplift1=-92(LC 8), 3= 92(LC 8), 4=-124(LC 8) Max Grav1=149(LC 13), 3=156(LC 14), 4=297(LC 2) 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; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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. t►11 111/1 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3 except (jt=lb) ��,`,,PS /� ,sl�� 4=124. �� 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ��� •. •v G E N .3 •. .1 �j� 0 39380. - ATE :•� i0';s9,O N LOAD CASE(S) Standard FL Cert. 6634 May 20,2014 WARMNG - Verify design par ametem and READ NOTES ON THIS AAm INCLUDED W7FKREFERENCE PAGE NDI-7473 BEFORE USE. � Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an individual building component. �' Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the Additional bracing the is the MiTek` erector. permanent of overall structure responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety InfonnaBon available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. if Southern Pine (SP) lumberisspecifed, the design values are Chase effective 06/01/2013 by ALSC Tampa, FL 33610-4115 oTruss Truss Type Qty Ply Hendry T6319557 71900 V12 VALLEY 2 1 Jab Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7,350 s Sep 27 2012 MiTek Industries, Inc, Tue May 20 15:34:47 2014 Page 1 ID:oHTg505Ds3T R?kt?m4?ZGyzbQDE-MoRoAZBMokA6Zwdxo?VCnY9ewdn4nHhO1 ZVHW GzEaMC 6-0-0 12-0.0 G0-0 6-0-0 05 = Scale= 1:19.4 4 3x4 % 2x3 11 3x4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber Increase 1.25 BC 0.48 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 3 nfa n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING TOP CHORD BOT CHORD REACTIONS (lb/size) 1=185/12-0-0 (min. 0-1-8), 3=185/12-0-0 (min. 0-1-8), 4=474/12-0-0 (min. 0-1-8) Max Harz 1= 98(LC 6) Max Upliftl=-123(LC 8), 3=-123(LC 8), 4=-249(LC 8) Max Gravl=217(LC 13), 3=229(LC 14), 4=531(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-372/257 PLATES GRIP MT20 244/190 Weight: 38 lb FT = 0% Structural wood sheathing directly applied orb-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 ,% ,►►%J 111 111 //1� fit between the bottom chord and any other members. ,S A 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 123 lb uplift at joint 1, 123 lb uplift at joint 3 `�� P and 249 lb uplift at joint 4. `,� 0 G E (� S' •. 9 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,`�:• ' LOAD CASE(S) Standard No 3938 �l ATE 1/11111►► FL Cert. 6634 May 20,2014 WARNING - Verify design parmnetem and READ NOTES ON THIS AND INCLUDED IYII=REFERENCE PAGE MI.7473 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not fruss designer. Bracing shown �e is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the Additional bracing the is the the MiTek' erector. permanent of overall structure responsibility of building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPl1 Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East BNd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ItMthem Pine (SP) lumber is speclFed, the design values are those effective 06/01/2013 by ALSC Tama FL 33610-4115 P Job Truss Truss Type Qty Ply Hendry T6319556 71900 V16 VALLEY 2 t Job Reference (optional) chambers I russ me., i-on Fierce 1-I. 3491,52 1.3ou s Jep Z/ zul z mr I eK Inaus[nes, mC. I ue may zu l o:"i4:4n zul9 rage l ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-q_?AOvC_Z2lyB4C7Mjl RKmivROEuWktgGDEg2jzEaMb i 8-0-0 , 16-0-0 , 8-0-0 8-0-0 Scale = 1:25.9 4x4 = 8 7 6 3x4 2x3 I I 2x3 11 2x3 I1 3x4 16-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.06 Vert(fL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 55 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP No.3 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. OTHERS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 16-0-0. (lb) - Max Harz 1=-136(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 1, 5,7 except 8=-249(LC 8), 6=-249(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=314(LC 2), 8=432(LC 13), 6=432(LC 14) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-345/26614-6— 345/266 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 �t11111 I 1 / 1 / j,� fit between the bottom chord and any other members. >�%�PS A. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 7 except (jt=lb) % A ,� \ , 8=249, 6=249. \ G E N S•• I 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.F,�'_.,!%i e LOAD CASE(S) Standard "do 80 Jj a . ` 5 ATE e /O N 111 FL Cert. 6634 May 20,2014 ® WARWNG - Verify design parameters and READ NOTES ON7711S AND INCLUDED IIa RKREFERENCE PAGE MU-7473 BEFORE USE. Design valid for use only with MTek connectors. this design is based only upon parameters shown, and is for an individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the respordbillity of the Additional bracing the is the MTek" erector. permanent of overall structure responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Taus Plate Institute, 781 N. Lee Street, Suite 312 Alexandria, VA 22314. if sauthem. Pine ISP) lumber is specHied, the design values are'ihose effective 0610112013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Hendry T6319559 71900 V20 VALLEY 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Ff. 34982 10-0-0 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue May 2015:34:49 2014 Page 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-JBZZbEDcKLRpoEnKwQYgszEOwQUOFBkJVt_Na9zEaMa 4x4 = Scale = 1:32.3 3x4 � 9 a 7 r 3x4 2x3 11 2x3 11 3x6 = 2x3 11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.62 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 15.0 Lumber Increase 1.25 BC 0.39 Vert(fL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix) Weight: 71 lb FT = 0% LUMBER TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING TOP CHORD BOT CHORD REACTIONS All bearings 20-0-0. (lb) - Max Horz 1=-173(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 8 except 9=-333(LC 8), 6— 333(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 8 except 9=580(LC 13), 6=580(LC 14) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9=-452/349, 4-6=-452/349 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. Mi fek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 111111 11fill, fit between the bottom chord and any other members. `.V S A 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 8 except Qt=lb) ,�< �P`•,. A�Q �I�, 9=333, 6=333.�� G E N 5; •. ,9 e 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4 LOAD CASE(S) Standard y * • • 0 39380 �.. O .• ATE �/1111111 FL Cert. 6634 May 20,2014 © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLfIDBD MM3KREFERENCE PAGE Mf1-7473 BEFORE USE. Design valid for use only with MFek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not fn m designer. Bracing shown �A is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional bracing the is the the building designer. MiTeW permanent of overall structure responsibility of For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPlt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. !#Sauthem Pere I5P) lumber is specked, the design values are those effective 06/01/2013 by ALSC Tama FL 33610-4115 P Job Truss iruss lype Qty Ply Hendry T6319560 71900 V24 GABLE 1 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc, Tue May 2015:34:50 2014 Nage 1 ID:oHTg505Ds3T R?kt?m4?ZGyzbQDE-nN7xpaE E5fZgQOM W U73vPBnG EgtS_dESkXjx7bzEaMZ 12-0-0 24-0-0 , 12-0-0 12-0-0 Scale = 1:38.8 4x5 = 3X4 i 9 8 7 6 3x4 2X3 11 2x3 11 3x6 = 2X3 11 24-0-0 24.0.0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.26 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.14 Vert(rL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2010lrP12007 (Matrix) Weight: 84 lb FT = 0% 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. OTHERS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 24-0-0. (lb) - Max Horz 1=21 O(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-115(LC 8), 9= 386(LC 8), 6=-386(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 8=459(LC 2), 9=671(LC 13), 6=671(LC 14) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-8=-345/155, 2-9=-536/413, 4-6=-536/413 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 five 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 ,111111111►11 jr fit between the bottom chord and any other members. <�``�APS A. 10 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5 except Qt=lb) �� \�` • •,... 4e 8=115, 9=386, 6=386. �% • • • Ci E N 5' • • '9 0 7) "Semi -rigid pitchbreaks including heels" Member end f Wty model was used in the analysis and design of this truss. ��: �. F • =� �% LOAD CASE(S) Standard �` d 30 9380�• MCC ATE i,;sS10 N A�- ��.�`. /IIII111/ FL Cert. 6634 May 20,2014 © WARNING - Verify design pa eters and READ NOTES ON THIS AND INCLUDED lrl =REFERENCE PAGE bill-7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - nottruss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the resporuibillity of the Additional bracing the is the the building designer. For MiTek° erector. permanent of overall structure responsibility of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. it Southern Pine (SP} fuanber is specified, the design values are thane ef6ective Ofi/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Oty Ply Hendry T6319561 71900 VA GABLE 2 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce H. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue May 20 15:34:52 2014 Page 1 I D:oHTg505Ds3T R?kt?m4?ZGyzbQDE-jm EhDG FUdG pOfi W ubY5NUcsdgeb6SZelBrC2BUzEaMX -1-0-0 2-0-0 4-0-0 5-0-0 1.0.0 2-0-0 2-0-0 1-0-0 5.00 12 Scale = 1:22.9 8 7 6 2x3 11 2x3 11 2x3 11 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.14 TCDL 15.0 Lumber Increase 1.25 BC 0.04 BCLL 0.0 ' Rep Stress Incr NO WB 0.03 BCDL 10.0 Code FBC2010/TPl2007 (Matrix) 4-0-0 4-0-0 DEFL in (loc) Vdefl Ud PLATES GRIP Vert(LL) -0.00 5 n/r 120 MT20 244/190 Vert(FL) -0.01 5 n/r 90 Horz(TL) 0.00 6 n/a n/a Weight: 29 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-0 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. OTHERS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 8=148/4-0-0 (min. 0-1-8), 6=148/4-0-0 (min. 0-1-8), 7=138/4-0-0 (min. 0-1-8) Max Horz8=-56(LC 6) Max UpIM8=-181(LC 8), 6=-181(LC 8), 7=-7(LC 8) Max Grav8=175(LC 19), 6=175(LC 20), 7=154(LC 2) 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=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=2ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 ANSUTP1 1. 4) Gable requires continuous bottom chord bearing. ,1111111111111� 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). `®,0 PCJ q q t 6) Gable studs spaced at 2-0-0 oc. Jj 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. e�� �Q • • • tv E N S, • • �•9 ,�j 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 e ; • V F�'�,r�i 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) 7 except Qt=lb) 8=1 0 3 93 8 0 7 ' 6=181. 10) "Semi -rigid pitchbreaks including heels" Memberend fixity model was used in the analysis and design of this truss.(- LOAD CASE(S) Standard+ATE :• o'S 0NALE�,.``. 1111111►1 FL Cert. 6634 May 20,2014 A WARAENG - Verify design parameters and READ A107ES ON THIS AND INCLUDED WFEKREPERENCB PAGE M1f 7473 BEFORE USE. �! Design valid for use only with Milek connectors. This design Is based only upon parameters shown, and Is for an individual building component. �e Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the Additional bracing the is the MITek° erector. permanent of overall structure responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. ifSauthem pinejSP) lumber is specified, the design values ere those effective O6/01/2013 by ALSC Tampa, FL 33610-4I15 Job Truss Truss Type City Ply Hendry T6319562 71900 VB GABLE 2 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce Ff. 34982 7.350 s Sep 27 2012 MITek Industries, Inc. Tue May 20 15:34:53 2014 Page 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-Byo3RcG7NaxFHr559GcclpPoX1xVB0_uQVybiwzEaMW -1-0-0 2-0-0 4-0-2 5-0-0 1-10 2-0-0 2-0 0 1-0 0 Scale= 1:18.6 5.00 12 8 7 6 2x3 11 2x3 11 2x3 11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TIC 0.13 Vert(LL) -0.00 5 n/r 120 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.01 5 n/r 90 BCLL 0.0 ' Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight: 25 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins, 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. OTHERS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 8=147/4-0-0 (min. 0-1-8), 6=147/4-0-0 (min. 0-1-8), 7=140/4-0-0 (min. 0-1-8) Max Horz8=56(LC 7) Max Uplift8=-176(LC 8), 6=-176(LC 8), 7=-17(LC 8) Max Grav8=174(LC 19), 6=174(LC 20), 7=157(LC 2) 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; Vint=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 ANSVTP11. 4) Gable requires continuous bottom chord bearing. `1111111111111� 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 0%% Oj A. 6) Gable studs spaced at 2-0-0 oc. �o �P•,+ 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `���0 Ci , • •�E Na j e•9'�� 8) 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. 3938 0 -- 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except Qt=lb) 8=1 6=176. `. 10) "Semi -rigid pitchbreaks including heels" Member end fucity model was used in the analysis and design of this truss. LOAD CASE(S) Standard TAT E .' sS1� N ALG `. 111111111 FL Cert. 6634 May 20,2014 © WARMNG - Verify design parmuetem and READ NOTES ON THIS AA ID INCLUDED N777 EKREFBRENCE PAGE IMI-7473 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. � Applicability of design parameters and proper incorporation of component is responsibility of building designer -not buss designer. Bracing shown is for lateral support of Individual web members only. Additional Temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracingof the overall structure is the responsibility of the building designer. For general guidance regarding MiTek° fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Sheet, Suite 312, Alexandria, VA 22314. if Southern Pine (SP) lumberis specified, the design values are these effective06/01/2013 by ALSO Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Hendry T6319563 71900 vc GABLE 2 1 Job Reference (optional) unambers I russ Inc., tort YIBrCe H. 349e2 C.Sbu s sep Z/ 2ulZ MI I eK Inaustnes, Inc. I ue IVlay Zu l b:34:b4 Zul4 rage l ID:oHTg505Ds3T R?kt?m4?ZGyzbQD E-f8MSeyHl8u36v?gHjz7rZlyzBRHvwT F2e9hBGMzEaMV 1-0 0 2-0-0 4-0-0 0 1-0-0 2-0-0 2-0-0 1-0 0 4x4 = 3 2x3 11 2x3 11 2x3 11 Scale= 1:14.2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.13 Vert(LL) -0.00 5 n/r 120 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.02 Vert(TL) -0.01 5 n/r 90 BCLL 0.0 " Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2010fTP12007 (Matrix) Weight: 21 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins, 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. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 8=145/4-0-0 (min. 0-1-8), 6=145/4-0-0 (min. 0-1-8), 7=145/4-0-0 (min. 0-1-8) Max Horz8=-56(LC 6) Max Uplift8=-167(LC 8), 6=-167(LC 8), 7=-37(LC 8) Max Grav8=172(LC 19), 6=172(LC 20), 7=162(LC 2) 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=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 ANSVI-PI 1. 4) Gable requires continuous bottom chord bearing. ,111/1I I I III,O� 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). ``T,� PS /� q /[� 6) Gable studs spaced at 2-0-0 oc. ,`� O� •�e °jam, 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. E N 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 Ci fit between the bottom chord and any other members. �-- — • ���1 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except Qt=lb) 8=16`✓ O 3938 6=167. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. :i LOAD CASE(S) Standard''5 �ATE :• ION AL E�,��• /1111111/ FL CerL 6634 May 20,2014 Q WARMNG - Verify design parameters and READ NOTES OX MIS AND INCLUDED h9=REFERENCE PAGE 161.7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the Additional bracing the is the building M!Tek` erector. permanent of overall structure responsibility of the designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPil Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East BNd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra, VA 22314. 1f5authem Piste (SP) lumber is specified, the design values are those effective 06/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Hendry T6319564 71900 VD GABLE 2 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue May 20 15:34:55 2014 Page 1 ID:oHTg505Ds3T R?kt?m4?ZGyzbQDE-7Lwgs I I NvBBzW9 FTG hf46EUAMrd3fwaBtp RiopzEaMU i -1-0-0 , 2-0-0 4-0-0 5-0.0 1-0.0 2-0-0 2-0.0 1-0-0 4x4 = Scale = 1:11.7 v 6 3x4 = 3x6 11 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.04 TCDL 15.0 Lumber Increase 1.25 BC 0.02 BCLL 0.0 ' Rep Stress Incr NO WB 0.02 BCDL 10.0 Code FBC2010frPI2007 (Matrix) LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 ,ice 3x6 11 3x4 = DEFL in (loc) Vdefl Ud PLATES GRIP Vert(LL) -0.00 4 n/r 120 MT20 244/190 Vert(rL) -0.00 5 n/r 90 Horz(TL) 0.00 4 n/a n/a Weight: 19 lb FT = 0 BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=155/4-0-0 (min. 0-1-8), 4=155/4-0-0 (min. 0-1-8), 6=130/4-0-0 (min. 0-1-8) Max Horz2=56(LC 7) Max Uplift2=-167(LC 8), 4=-167(LC 8), 6=-25(LC 8) Max Gmv2=178(LC 2), 4=183(LC 14), 6=143(LC 2) 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; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 ANSVFPI 1. %% J4111t 1 11111 4) Gable requires continuous bottom chord bearing. ,�! I0� 5) Gable studs spaced at 2-0-0 oc. p.S A • 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��� ���'` o 7) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ♦� ; ' • • C' E N S' •' -� 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) 6 except Qt=lb) 2=1q " -636380 - , 4=167. k : • '� , ` `rtJ i 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. _ +✓'f� LOAD CASE(S) Standard TATE ' w ♦ FL Cert. 6634 May 20,2014 ® WARATING - Verify design pm mnef. and READ NOTES ON TAIS RAID INCLUDED RlErW tEFERENCE PAGE MI-7473 BF -PORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Additional bracing the MiTek' erector. permanent of overall structure is the responsibility of the building designer. For general guidance regarding fabrication quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. IF Southern Pine (SP) lumber is specified, the design values are those effectBve0b/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Hendry T6319565 [Job 71900 VE GABLE 2 1 Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue May 20 15:34:55 2014 Page 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-7Lwgs I I NvBBzW9 FfG hf46EUByrdpfwNBtpRiopzEaMU -1-0-0 2-0-0 4.0.0 5-0-0 1-0 0 2-0-0 2-1.0 1-0-0 5.00 12 Scale = 1:22.7 2x3 11 2x3 11 2x3 11 4-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.13 Vert(LL) -0.00 5 n/r 120 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.04 Vert(fL) -0.01 5 n/r 90 BCLL 0.0 ' Rep Stress [nor NO WB 0.03 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 28 Ito FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc Pudins, 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. OTHERS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 8=148/4-0-0 (min. 0-1-8), 6=148/4-0-0 (min. 0-1-8), 7=138/4-0-0 (min. 0-1-8) Max Horz8=-56(LC 6) Max UpliftB=-181(LC 8), 6=-181(LC 8), 7=-8(LC 8) Max Grav8=175(LC 19), 6=175(LC 20), 7=154(LC 2) 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=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 ANSVTPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced lateral diagonal ,11111111111111 against movement (i.e. web). 6) Gable studs spaced at 2-0-0 oc. CJ iQ/� �� P• • • f• A 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 , • • '0`�.o •. • G E N �; <e.9 �. F �'.•• !%i i A •: fit between the bottom chord and any other members. 30 9 33 8 0 i� 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except Qt=lb) 8=1 6=181. Z 10) "Semi -rigid p@chbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard •� AT : i .,ass 0 N M- 1u111n1 FL Cert. 6634 May 20,2014 ® WARMNG - Verify design parameters and READ NOTES ON THIS AND INCLUDED M=REPERENCE PAGE Mf1-7473 BEFORE USE. �� Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and is for an individual building component. �� I Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional bracing the Is the the building designer. For iTek° permanent of overall structure responsibility of general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/IPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Sheet Suite 312, Alexandria, VA 22314. if Southern Pine (SP) lumber is specified, the design values are these effective 06/01/2013 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Hendry T6319566 71900 VF GABLE 2 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 - 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue May 20 15:34:56 2014 Page 1 ID:oHTg505Ds3T R?kt?m4?ZGyzbQDE-bXUC3e I?gVJgBJ pggOAJeS 1 J nFzDONj L6SAFKFzEaMT -1-11 2-0-0 a-ao 1-ao 2-0-0 2-0-0 1-0.0 5.00 12 Scale = 1:18.4 2x3 11 2x3 11 2x3 11 a-0-0 44-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.13 Vert(LL) -0.00 5 n/r 120 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.03 Vert(rL) -0.01 5 n/r 90 BCLL 0.0 ' Rep Stress Incr NO W B 0.02 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix) Weight: 25 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-0-0 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. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 8=147/4-0-0 (min. 0-1-8), 6=147/4-0-0 (min. 0-1-8), 7=141/4-0-0 (min. 0-1-8) Max Horz8=-56(LC 6) Max Uplift8=-176(LC 8), 6=-176(LC 8), 7= 18(LC 8) Max Grav8=174(LC 19), 6=174(LC 20), 7=157(LC 2) 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; VuR=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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. 1111111111111 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). , PS A q ,I �,� 6) Gable studs spaced at 2-0-0 oc. ,� 4e f�, 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,���0 , •• \G E N3 •• "9 yi 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. ' u� 3938 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except Qt=lb) 8=14 � • , 6=176. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ATE :•[v'�' 1/1111111 FL Cert. 6634 May 20,2014 Q WARMNG - Verify design parameters and READ NOTES ONTKIS AND INCLUDED MITEdf REFERENCE PAGE MI-7473 BEFORE USE. Design valid for use only with MiTek connectors. Ibis design Is based only upon parameters shown, and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Additional bracing the Is MiTek erector. permanent of overall structure the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Taus Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. if i..thern Pine (5P) lumber is sped ed, the design values are these effective 06/01/201L3 by ALSC Tampa, FL 33610-4115 Job Truss Truss Type Qty Ply Hendry T6319567 71900 VG GABLE 2 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34932 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue May 20 15:34:56 2014 Page 1 ID:oHTg505Ds3T R?kt?m4?ZGyzbQDE-bXUC3e I?gVJgSJpggOAJeS 1 JgFzOONIL6SAFKFzEaMT -1-0-0 2-0.0 4-0-0 5-0-0 ' 1-0-0 22 0.0 2-0-0 1-0-0 ' 4x4 = Scale = 1:14.0 3 2x3 11 2x3 11 2x3 11 4-0-0 44-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.14 Vert(LL) -0.00 5 n/r 120 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.02 Vert(rL) -0.01 5 n/r 90 BCLL 0.0 ' Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 21lb FT=0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-0-0 oc'pudins, 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. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 8=145/4-0-0 (min. 0-1-8), 6=145/4-0-0 (min. 0-1-8), 7=145/4-0-0 (min. 0-1-8) Max Horz8=56(LC 7) Max Uplift8=-166(LC 8), 6= 166(LC 8), 7=-38(LC 8) Max Grav8=172(LC 19), 6=172(LC 20), 7=163(LC 2) 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=170mph (3-second gust) Vasd=132mph; TCDLr4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=2ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 ANSVTPI 1. 4) Gable requires continuous bottom chord bearing. ,,11►11 1111/��� 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).S A 6) Gable studs spaced at 2-0-0 oc. �P`,,. 7) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. `% �� , • • Ci E N d • • 59 ,�j� 8) • This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit 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) 7 except (jt=1b) 8=1 A * O 3938 6=166. + 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �ATE U h� ��, S ••....... 110111111111 N A, FL Cert. 6634 May 20,2014 Q WARMNG - Verify design parmneters and REED NOTES ONTBfS AND INCLUDED AUTEKREPERENCS PAGE au1-7473 BEFORE USE. Design valid for use only with Mfrek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer -not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/IPII Qualily Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. IfSaumhem Pine (SP) lumberis specified, the design values are those effective 06/01/2013 6y ALSC Tampa, FL 33610-4i 15 Job Truss Truss Type Qly Ply Hendry T6319568 71900 VGE1 GABLE 2 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue May 20 15:34:58 2014 Page 1 ID:oHTg505Os3TR?kt?m4?ZGyzbQOE-YwcyUJKFC6ZYNdz2ypCnki6f U2eMsGxeZmf MPBzEaM R �1-0-0 , 2-o-0 4-0-0 1-0-0 2-0-0 2.0.0 1-0-0 5.00 12 Scale = 1:27.0 Plate Offsets KY): 14:0-3-0,Edgel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) -0.00 7 n/r 120 MT20 244/190 TCDL 15.0 Lumber Increase 1.25 BC 0.05 Vert(FL) -0.01 7 n/r 90 BCLL 0.0 ' Rep Stress Incr NO WB 0.04 Horz(TL) -0.00 8 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight: 37 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-0 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. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 4-0-0. (lb) - Max Harz 11=-56(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 10, 9 except 11= 179(LC 8), 8=-179(LC 8) Max Grav All reactions 250 lb or less at joint(s) 11, 8 except 10=304(LC 13), 9=304(LC 14) 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; Vu@=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 ANSUTPI 1. itoll I I 1 II /it %% 4) All plates are 2x3 MT20 unless otherwise indicated. ,CJ A .* 5) Gable requires continuous bottom chord bearing. ♦%0 P 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). ♦♦♦ , • \ C' E N S • • e"9 0� 7) Gable studs spaced at 2-0-0 oc. ♦ ��: �. F, i 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. : r-- ~- • �`il 9) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wil` * ; • O 39380 . fit between the bottom chord and any other members, with BCDL = 10.Opsf. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 9 except 6t=1b; ; 11 =1 79, 8=1 79. _ •{� 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ATE:� LOAD CASE(S) Standard i�T' �` �%b O N A,- ��.%`. ,��/81111111��,` FL Cert. 6634 May 20,2014 A WARWArG - Verify design parameters and READ NOTES OAFTHIS AND INCLUDED MITEKREFERENCE PAGE D41-7473 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. Dot Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not hues designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Additional bracing the is the the building For MiTek' erector. permanent of overall structure responsibility of designer. general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. If SOuthem Piste ISP) lumber is specified, rare design values are'those effective Ob/01/2013 by ALSO Tampa, FL 33610-4115 Job Truss Truss Type aty Ply Hendry T6319569 71900 VGE GABLE 2 1 Job Reference (optional) Chambers Truss Inc., Fort Pierce FI. 34982 7.350 s Sep 27 2012 MiTek Industries, Inc. Tue May 20 15:34:57 2014 Page 1 ID:oHTg505Ds3TR?kt?m4?ZGyzbQDE-4j2aHzJdRp RhmTOsO6hYBfaUhf 167ggUL6wpthzEaMS r -1-0-00 5-0-0- 1-0.0 2-0.0 2-0.0 1-0-0 5.00 12 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TIC 0.18 TCDL 15.0 Lumber Increase 1.25 BC 0.05 BCLL 0.0 Rep Stress Incr NO WB 0.04 BCDL 10.0 Code FBC2010ITP12007 (Matrix) LUMBER TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 DEFL in (loc) Vdefl Ud PLATES GRIP Vert(LL) -0.00 7 n/r 120 MT20 244/190 Vert(TL) -0.01 6-7 n/r 90 Horz(TL) -0.00 8 n/a n/a BRACING TOP CHORD BOT CHORD REACTIONS All bearings 4-0-0. (lb) - Max Horz 11= 56(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 10, 9 except 11=-179(LC 8), 8=-179(LC 8) Max Grav All reactions 250 lb or less at joint(s) 11, 8 except 10=305(LC 13), 9=305(LC 14) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:27.2 Weight: 37 lb FT = 0% Structural wood sheathing directly applied or4-0-0 oc pddins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 ANSVTPI 1. ,t%J1111111►11 4) All plates are 2x3 MT20 unless otherwise indicated. ,%% CJ A s.#.* 5) Gable requires continuous bottom chord bearing. �� �P`........A� �i 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). `�� �� . G E N S • e"9'��i 7) Gable studs spaced at 2-0-0 oc. N.,` �. F �'.•�i_ i 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. : • �` 9) • 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: O 3938 0 . fit between the bottom chord and any other members, with BCDL=10.Opsf. Z* ;• = 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 9 except (jt=lb; * �✓' 11=179,8=179. = ice: .. - {'X 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. � �A j E (u e LOAD CASE(S) Standard i �,� • Al �•.<OR�OP'�=�• ®111111►► FL Cert. 6634 May 20,2014 Q WARNING - Verify design parameters and READ NOTES ONTIIIS RAID INCLUDED MITEKREFERENCE PAGE JWI-7473 BEFORE USE. Design valid for use only with M7ek connectors. This design Is based only upon parameters shown, and is for an individual building component. IMF Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the Additional bracing the MiTek` erector. permanent of overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East BNd. Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. If Southern Pine (SP) lumber is specified, the design values are those effective 06/01/2013 by ALSC Tampa, FL 33610.4115 Job Truss Truss Type Qty Ply Hendry T6319570 71900 VH GABLE 2 1 Job Reference (optional) unamD015 I russ Inc., t-on Pierce t-I. 34832 1-0-0 3x4 = 3xs II 2-0-0 1,,"*R711 7.350 s Sep 27 2012 MITek Industries, Inc. Tue May 20 15:34:58 2014 Page 1 I D: oHTg505Ds3T R?kt? m4?ZGyzbOD E-YwcyUJKFC6ZYNdz2ypC nkt6hb2e ms G KeZmf M P8zEa M R 4x4 = 2-0-0 3x6 11 3x4 = 1-0-0 Scale = 1:11.7 LOADING (psf) TOLL 20.0 TCDL 15.0 BOLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code FBC2010/TP12007 CSI TC 0.04 BC 0.02 WB 0.02 (Matrix) DEFL in Vert(LL) -0.00 Vert(fL) -0.00 Horz(TL) 0.00 (loc) Vdefl Ud 4 n/r 120 5 n/r 90 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 19 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc p6dins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SP No.3, Right: 2x4 SP No.3 Installation guide. REACTIONS (lb/size) 2=155/4-0-0 (min. 0-1-8), 4=155/4-0-0 (min. 0-1-8), 6=131/4-0-0 (min. 0-1-8) Max Horz2=-56(LC 6) Max Uplift2=-167(LC 8), 4=-167(LC 8), 6=-24(LC 8) Max Grav2=178(LC 2), 4=183(LC 14), 6=144(LC 2) FORCES (Ib) - 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=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=16ft; B=45ft; L=50ft; eave=2ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); 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. 1 t 1 1 1111 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. ,t,I1 III �� P.S A II 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.•'�• 7) *This has been designed for load bottom in •q� E N by 2-0-0 S�' 9/f� �� truss alive of 20.Opsf on the chord all areas where a rectangle 3-6-0 tall 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) 6 except (jt=lb) 2=1 W . Q 39380 4=167. �, k 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 5 ATE . • F• "ONA�'�00 FL Cert. 6634 May 20,2014 Q ➢ ARWAVG -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREPERENCE PAGE MD-7473 BEFORE USE, �� Design valid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibilllty of the MiTek° erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312, Alexandria, VA 22314. if Souther Pine (SP) lumber is specified, the design values are'ihase effective G6101/2013 by ALSC Tampa, FL 33610-4115 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ff-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system, e.g. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. ��i dr c1-2 c2-3 2. Truss bracing must be designed by an engineer. For WEBSwide pNc truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I O�y� jbracing should be considered. U0 3. Never exceed the design loading shown and never o_ O stack materials on inadequately braced trusses. For 4 x 2 orientation, locate 0 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and c� e C6-7cs � ~ BOTTOM CHORDS plates 0-11,9' from outside all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane atjoint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1, connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from `Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 10, Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orlentation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION Southern Pine lumber designations are as follows: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated b symbol shown and/or y y SYP represents values as published by AWC in the 2005/2012 NDS specified, by text in the bracing section of the SP represents ALSC approved/new values 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1, 2013 spacing indicated on design. if indicated. 14, Bottom chords require lateral bracing at 10 ft, spacing, BEARING or less, If no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but 16. Do not cut or alter truss member or plate without prior reaction section indicates joint © 2012 MiTek@ All Rights Reserved approval of an engineer. number where bearings occur. 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 Industry Standards: project engineer before use, ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use, Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient BCSI: Building Component Safety Information, MiTek0 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 02/26/2013