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Home My WebLink AboutTRUSS4451 ST. LUCIE BLVD FORT PIERCE, FL 34946 PH: 772-409-1010 FX: 772-409-1015 www.AlTruss.com TRUSS ENGINEERING BUILDER: PROJECT: COUNTY: RENAR MORNINGSIDE ST LUCIE LOT/BLK/MODEL: LOT:45 / MODEL:CAYMAN 1763 / ELEV:B /LANAI JOB#: 73321 MASTER#: WRMSCMBL15X8 OPTIONS: 15X8 LANAI (NO VALLEY) I � = A-1 ROOF = TRUS5E5 A FLORIDA CORPORATION Job W Site Inform; Customer Ir Lot/Block: Address: City: Name Addr Name: Address: City: I General Tri Loading Ct Design Cod Wind Code: Roof Load: This package it With my seal al conforms to 61 MBL15X8 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. RENAR DEVELOPMENT CO Project Name: MORNINGSIDE Model: CAYMAN 1763 Subdivision: County: St Lucie A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946 State: FL and License # of Structural Engineer of Record, If there is one, for the building. License #: s Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special ditions): FBC2017/TP12014 Design Program: MiTek 20/20 0.0 SCE 7-10 Wind Speed: 160 .0 psf Floor Load: 0.0 psf ides 28 individual, dated Truss Design Drawings and 16 Additional Drawings. ed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet 5-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seal # I' Truss Name Date No. Seal # Truss Name Date No. Seal # Truss Name Date 1 A011678� A01SGE 8/28/18 13 A0116794 B03 8128/18 25 A0116806 VO4 8/28/18 2 A011678P A02 8/28/18 14 A0116795 B04GE 8/28/18 26 A0116807 V07 8/28/18 3 A011678 A03 8/28/18 15 A0116796 C01SGE 8/28/18 27 A0116808 VM02 8/28/18 4 A011678� A04 8/28/18 16 A0116797 CA 8/28/18 28 A0116809 VM04 8/28/18 5 A0116786 A05 8/28/18 17 A0116798 CJ3 8/28/18 29 STDL01 STD. DETAIL 8/28/18 6 A011678h A06 8/28/18 18 A0116799 CJ5 8/28/18 30 STDL02 STD. DETAIL 8/28/18 7 A011678;8 A06A 8128/18 19 A0116800 CJ5A 8/28/18 31 STDL03 STD. DETAIL 8/28/18 6 A011670 A07 8/28/18 20 A0116801 HJ5 8/28/18 32 STDL04 STD. DETAIL 8128/18 9 A011679Q A08 8/28/18 21 A0116802 HJ6 8/28/18 33 STDL05 STD. DETAIL 8/28/18 i10 A0116791 1 A09 8/28/18 22 A0116803 J5 8/28/18 34 STDL06 STD. DETAIL 8/28/18 11 1 A011679 A10 8/28/18 23 A0116804 1 J51- 8/28/18 35 STDL07 I STD. DETAIL 8/28/18 112 1 A0116793 1 A11SGE 8/28/18 24 A0116805 1 J6 8/28/18 1 36 STDL08 I STD. DETAIL 8/28/18 The truss drawii Ltd. Truss Desi My license ren NOTE. -The seal engineer The suitability building desigr IThe Truss Des construction di provided byth( The design crit Trusses or spe Engineering D< projects defen Engineer), the engineering re: Building Desigi compatibility w related notes. referenced have been prepared by Wek Industries, Inc. under my direct supervision based on the parameters provided byA-1 Roof Trusses, n Engineer's Name: Anthony Tombo III val date for the state of Florida is February 28,2019. these drawings indicate acceptance of professional responsibility solely for the truss components shown. I use of components for any particular building is the responsibility of the perANSI/TP14 Sec. 2. i Drawing(s)(TDD[s]) referenced have been prepared based on the iments (also referred to at times as 'Structural Engineering Documents) uilding Designer indicating the nature and character of the work. a therein have been transferred to Anthony Tombo III PE by [Al Roof is location]. These TDDs (also referred to at times as 'Structural imentsl are specialty structural component designs and may be part of the or phased submittals. As a Truss Design Engineer (i.e., Specialty 31 here and on the TDD represents an acceptance of professional a )nsibility for the design of the single Truss depicted on the TDD only hyg T. • is responsible for and shall coordinate and review the TDDs for their written engineering requirements. Please review all TDDs and all au u, P%e- LJ. VV VV V V V V 'tl. J.L-4 / u r Page 1 of 2 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 C A-1 ROOF These truss designs rely on lumber values established by others. 'All, M- TRUSSES A FLORID&CORPORAMN RE: Job WRMSCMBL15X8 No. Seal # Truss Name Date 37 STDL09 STD. DETAIL 8/28/18 38 STDL10 STD. DETAIL 8128/18 39 STDL11 STD. DETAIL 8/28/18 40 STDL12 STD. DETAIL 8/28118 41 STDL13 STD. DETAIL 8128/18' 42 STDL14 STD. DETAIL 8/28/18 43 STDL15 STD. DETAIL 8/28/18 44 STDL16 I STD. DETAIL 8/28/18 Page 2 of 2 Job Truss Truss Type Qty Ply A0116782 WRMSCMBL15X8 A01 SGE Common Girder 1 1 Job Reference (optional) A-1 Roof Trus es, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Tue Aug 28 10:13:29 2018 Page 1 1 ID:ld_OOXyyT61Bi_TXo ljwHHzefvK-bAmKcgS1 JkA36gKtBzD2R3otvOOw8oGBgoUiYGyjMbq T 0 15-6-0 1 4 6 8 5 12-0-3 12-10-3 18-11-13 25-1-13 25 11 10 31-3-11 38-0-0 9 4 4 6 8 5 5-3-14 0110-0 3 513 6 2-0 0 9 3 5-0-1 6 8 5 4 2-7-13 5x6 = 6.00 F12 [L LI 19 io se 3x4 = 3x6 = 3x6 = 5x6 = 3x4 = 5x6 = 11 31 r 11-2 38-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20 0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.06 22-39 >999 360 MT20 244/190 TCDL 0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.08 18-19 >999 240 BCLL 010 ' Rep Stress Incr NO WB 0.97 Horz(CT) 0.02 15 n/a n/a BCDL idIo 11 Code FBC2017/TP12014 Matrix-MSH Weight: 292lb FT= 10% LUMBER - TOP CHOR4 2x4 SP No.2 BOT CHO_ RD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHOR it Structural wood sheathing directly applied or 5-8-12 oc purlins. BOT CHOR Rigid ceiling lirectly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bra IIng: 20-21,19-20. WEBS 1 Row at mi pt 12-19 JOINTS 1 1 Brace at JO): 8, 12, 7 MiTek recommends that Stabilizers and required cross bracii g be installed during truss erection, in accordanCE'with Stabilizer Installation quide. REACTIONS All bearings 0-7-10. (lb) -Max Horz 2=-166(L C 6) Max Upl ft All uplift�100 lb or less at joint(s) except 2f-202(LC 8), 19=-734(LC 9), 21=-804�LC 8), 15=-237(LC 28) Max Grav All reactions 250 lb or less at joint(s) except 2 640(LC 19), 19=1667(LC 1), 21=133i(LC 19), 15=549(LC 20) FORCES. (II) Max. Comp. ax. Ten. - All forces 250 (lb) or less except when shown TOP CHORD, 2-3=-879/304l, 4-43=0/317, 4-6=-38/418, 6-9=-22/547 1 19-11 =-14/534, 11-13=-107/485, 13-14=-111/420, 14-15=-727/336, 3-5=-166/280, 5-7=-20/302 ,17-8=-91 /271, 12-14=-849/ 75 BOT CHORD 2-22=-294/7'' , 22-44=-303f703, 44-45=-303/703, 45-46=-303/703, Continued on oaoe 2 BOT CHORD 2-22=-294f730,22-44=-303/703, 44-45=-303/703, 45-46=-303/703, 21-46=-303/703, 21-47=-395/257, 47-48=-395/257, 20-48=-395/257, 20-49=547/345, 49-50=-547/345, 19-50=-547/345, 18-19=-198/580, 17-18=-205/595, 15-17=-203/605 WEBS 8-20=-353/218, 8-19=-995/439, 8-9=-782/183, 12-19=-1160/480, 10-11=-262/202, 5-21=-462/472, 12-18=0/256, 3-22=0/526, 3-21=-1154/472, 14-17=0/251, 5-20=410/126, 4-7=476/371 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 202 lb uplift at joint 2, 734 lb uplift at joint 19, 804 lb uplift at joint 21 and 237 lb uplift at joint 15. 10) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 15, 16, 17, 18, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 11) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 370 lb down and 326 lb up at 6-3-9, and 129 lb down and 119 lb up at 8-10-15, and 129 lb down and 119 lb up at 10-10-15 on top chord, and 154 lb down and 30 lb up at 6-0-1, 68 lb down at 7-0-13, 68 lb down at 8-10-15, 68 lb down at 10-10-15, 81 Ib down and 158 lb up at 12-4-12, 81 lb down and 158 lb up at 14-4-12 and 81 lb down and 158 lb up at 16-4-12, and 81 lb down and 158 lb up at 18-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back I LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (pin Vert: 1-3=-54, 3-9=-54, 9-14=-54, 14-16=-54, 37-40=-20 Concentrated Loads (lb) Vert: 4=-89(F) 3=-274(F) 22=-138(F) 43=-89(F) 44=-57(F) 45=-57(F) 46=-57(F) 47=-81(F) 48=-81(F) 49=-81 (F) 50=-81 (F) 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pin �'a�wg � flaw tluegNp rtsiewl4e'A�1100E I15S8rAfllt16C692! fEtflS d (0h:400AS CUS70x{Rli])liAA0i0FDYEA1' 6rm. firer desys pasaden td reed ad>.s mtasl�ess Bespa DnviylR'r;; erd Ih AMmpl.lmla AI, LE lderzne Rttl sr,.'ze at. Ddess dhnhe sldel tatleTDP,wip .M1T<imcemr iXesslil!ra:ed firsts t}Dlaunld. LelmsDeslp ispttx{�.e,SKcb!q 6peer';,1les:daesrIDOreprzseuueerap�:edngrdssiad ea ee�tes asyn lliff:ealelaWI ne spit inns kp:nd wit IDD edp. raluI61.1, hips nsmpim h"I moms. seadill;p Anthony T. Tombo 111, P.E. �InOsTmahrap ldliusisl9emp,5VAyd1h0-,.N Oruis rAa:esdt�.9e; sh tnl6sq Oesilte:, atSe nsMddfle lBL da RC tsdtle6�dkaYi,;titaci fY.l. letpprn Id Ill. IDD.1 !b9iese d6,Nil, W.6q tz'eg. wq"W91.in W War; Ail 14.alp ",li rd ' 80083 IMMen fIRAnt:d-d!apndp:lnn_IMAhwhX.'µnk!AFestaldoKd3!LnsDeupn,7:ess)es:ps5porealfmsYnfivrer;a!ess 4451St.0083Lucie Blvd. �rfnMulrfrel 1pa OmWeprrd apeurrDiq 1p dlpm.ts ltsdnt 16e1nss Daips Egiraris AOl Lhluilal Dssigsu,erTmssps:a 6iismdsapltdtig. l0 q;'?a>rk:os ntasidatl lalill. Fort Pierce, FL 34946 �I(opyriabiD7016A-Itoolimsses-Anlbonyl.TomboIII, P.f. Eeproduoionofibis dommenl,inanyhrm,isprobibitedOhms the writleapermissionfrom A-IfoofTmsses-AnthonyLTombo111,P.E. Job Truss Truss Type Qty Ply WRMSCMBL15X8 A01SGE Common Girder 1 1 A0116782 A-1 Rnnf Tresses F-t Piar- PI uaedo .ie-*-1-).,,e. --,...... Job Reference (optional) LOAD CASE(S) Standard Uniform Loads (plo Vert: 1-2=24, 2-3=5, 3-9=5, 9-14=21, 14-15=21, 15-16=13, 37-47=-10, 47-50=18, 40-50=-10 Horz: 1-2=-33, 2-3=-13, 3-9=-13, 9-14=29, 14-15=29, 15-16=21 Concentrated Loads (lb) Vert: 4=97(F) 3=272(F) 22=15(F) 43=97(F) 44=-19(F) 45=19(F)46=-19(F)47=146(F)48=146(F)49=146(F) 50=146(F) 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=13, 2-3=21, 3-9=21, 9-14=5, 14-15=5, 15-16=24, 3747=-10, 47-50=18, 40-50=-10 Horz: 1-2=-21, 2-3=-29, 3-9=-29, 9-14=13, 14-15=13, 15-16=33 Concentrated Loads (lb) Vert: 4=81(F) 3=233(F) 22=15(F) 43=81(F) 44=-19(F) 45=-19(F)46=-19(F) 47=146(F) 48=146(F)49=146(F) 50=146(F) 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=-9, 2-3=-18, 3-9=-18, 9-14=-1, 14-15=-1, 15-16=7, 37-47=-20, 47-50=8, 40-50=-20 Horz: 1-2=-5, 2-3=4, 3-9=4, 9-14=13, 14-15=13, 15-16=21 Concentrated Loads (lb) Vert: 4=119(F)3=326(F)22=30(F)43=119(F)44=-9(F) 45=-9(F) 46=-9(F) 47=158(F) 48=158(F) 49=158(F) 50=158(F) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=7, 2-3=-1, 3-9=-1, 9-1.4=-18, 14-15=-18, 15-16=-9, 37-47=-20, 47-50=8, 40-50=-20 Horz: 1-2=-21, 2-3=-13, 3-9=-13, 9-14=-4, 14-15=-4, 15-16=5 Concentrated Loads (lb) Vert: 4= 1 03(F) 3=287(F) 22=30(F) 43=1 03(F) 44=-9(F) 45=9(F) 46=-9(F) 47=158(F) 48=158(F) 49=158(F) 50=158(F) 8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=24, 2-3=32, 3-9=32, 9-14=17, 14-15=17, 15-16=9, 3747=-10, 47-50=18, 40-50=-10 Horz: 1-2=-32, 2-3=-41, 3-9=-41, 9-14=26, 14-15=26, 15-16=17 Concentrated Loads (lb) Vert: 4=69(F) 3=205(F) 22=1 5(F) 43=69(F) 44=-1 9(F) 45=-19(F) 46=-19(F) 47=146(F) 48=146(F) 49=146(F) 50=146(F) 9) Dead + 0.6 MWFRS Wind (Pos. Intemal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=9, 2-3=17, 3-9=17, 9-14=32, 14-15=32, 15-16=24, 3747=-10, 47-50=18, 40-50=-10 Horz: 1-2=-17, 2-3=-26, 3-9=-26, 9-14=41, 14-15=41, 15-16=32 Concentrated Loads (lb) Vert: 4=84(F) 3=242(F) 22=15(F) 43=84(F) 44=-19(F) 45=-19(F) 46=-19(F) 47=146(F) 48=146(F) 49=146(F) 50=146(F) 10) Dead + 0.6 MWFRS Wind (Pos. Intemal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=24, 2-3=32, 3-9=32, 9-14=17, 14-15=17, 15-16=9, 3747=-10, 47-50=18, 40-50=-10 Horz: 1-2=-32, 2-3=41, 3-9=41, 9-14=26, 14-15=26, 15-16=17 Concentrated Loads (lb) Vert: 4=69(F) 3=205(F) 22=15(F) 43=69(F) 44=19(F) 45=-19(F) 46=-19(F) 47=146(F) 48=146(F) 49=146(F)50=146(F) Continued on page 3 'tun. 8.210 Is May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Tue Aug 28 10:13:29 2018 Page 2 I D:Id_OOXyyT61Bi_TXoljwHHzefvK-bAmKcgS1 JkA36gKtBzD2R3otvOOw8oGBgoUiYGyjMbq Standard 11) Dead + 0.6 MWFRS Wind (Pos. Intemal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=9, 2-3=17, 3-9=17, 9-14=32, 14-15=32, 15-16=24, 37-47=-10, 47-50=18, 40-50=-10 Horz: 1-2=-17, 2-3=-26, 379=-26, 9-14=41, 14-15=41,15-16=32 Concentrated Loads (lb) Vert: 4=84(F) 3=242(F) 22=15(F) 43=84(F) 44=-19(F) 45=-19(F) 46=-19(F) 47=146(F) 48=146(F) 49=146(F) 50=146(F) 12) Dead + 0.6 MWFRS Wind (Neg. Internal)1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=18, 2-3=10, 3-9=10, 9-14=-5, 14-15=5, 15-16=3, 37-47=-20, 47-50=8, 40-50=20 Horz: 1-2=-32, 2-3=-24, 3-9=-24, 9-14=9, 14-15=9 15-16=17 Concentrated Loads (lb) Vert: 4=92(F) 3=260(F) 22=30(F) 43=92(F) 44=-9(F) 45=-9(F) 46=-9(F) 47=158(F) 48=158(F) 49=158(F)50=158(F) 13) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=3, 2-3=-5, 3-9=-5, 9-14=10, 14-15=10, 15-16=18, 37-47=-20, 47-50=8, 40-50=-20 Horz: 1-2=-17, 2-3=-9, 3-9=-9, 9-14=24, 14-15=24, 15-16=32 Concentrated Loads (Ib) Vert: 4=107(F) 3=296(F) 22=30(F) 43=107(F) 44=-9(F) 45=-9(F) 46=-9(F) 47=158(F) 48=158(F) 49=158(F)50=158(F) 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-41, 2-3=-47, 3-9=-47, 9-14=-35, 14-15=-35, 15-16=-28, 37-47=20, 47-50=1, 40-50=-20 Horz: 1-2=-3, 2-3=3, 3-9=3, 9-14=9, 14-15=9, 15-16=16 Concentrated Loads (lb) Vert: 4=87(F) 3=203(F) 22=15(F) 43=87(F) 44=-9(F) 45=-9(F) 46=-9(F) 47=118(F) 48=118(F) 49=1 18(F) 50=1 18(F) 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=-28, 2-3=-35, 3-9=-35, 9-14=-47, 14-15=-47, 15-16=-41, 37-47=-20, 47-50=1, 40-50=20 Horz: 1-2=-16, 2-3=-9, 3-9=-9, 9-14=-3, 14-15=-3, 15-16=3 Concentrated Loads (lb) Vert: 4=74(F)3=173(F)22=15(F)43=74(F) 44=-9(F)45=-9(F)46=-9(F)47=118(F)48=118(F) 49=1 18(F) 50=1 18(F) 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int)1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=-20, 2-3=-26, 3-9=-26, 9-14=-37, 14-15=-37, 15-16=-31, 37-47=-20, 47-50=1, 40-50=-20 Hors: 1-2=-24, 2-3=-18, 3-9=-18, 9-14=7, 14-15=7, 15-16=13 Concentrated Loads (lb) Vert: 4=66(F) 3=153(F) 22=15(F) 43=66(F) 44=-9(F)45=-9(F)46=-9(F)47=118(F)48=118(F) 49=1 18(F) 50=1 18(F) Standard 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf), Vert: 1-2=-31, 2-3=-37, 3-9=-37, 9-14=-26, 14-15=-26, 15-16=-20, 37-47=-20, 47-50=1, 40-50=-20 Horz: 1-2=-13, 2-3=-7, 3-9=-7, 9-14=I18, 14-15=18, 15-16=24 Concentrated Loads (lb) Vert: 4=77(F) 3=180(F) 22=15(F) 43 77(F) 44=-9(F)45=-9(F)46=-9(F)47=118(F)48=118(F) 49=1 18(F) 50=1 18(F) 23) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate IIcrease=1.60 Uniform Loads (ply Vert: 1-2=24, 2-3=5, 3-9=5, 9-14=21, 14-15=21, 15-16=13, 37-47=-10, 47-50=18, 40-50=-10 Horz: 1-2=-33, 2-3=-13, 3-9=-13, 9-14=29, 14-15=29, 15-16=21 Concentrated Loads (lb) Vert: 4=-63(F) 3=-163(F) 22=-115(F) 43=-63(F) 44=-51(F) 45=-51(F) 46=-51(F) 47=-50(F) 48=-50(F) 49=-50(F) 50=-50(F) 24) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=13, 2-3=21, 3-9=21, 9-14=5, 14-15=5, 15-16=24, 37-47=-10, 47-50=18, 40-50=-10 Horz: 1-2=-21, 2-3=-29, 3-9=-29, 9-14=13, 14-15= 13, 15-16=33 Concentrated Loads (lb) Vert: 4=-70(F) 3=-193(F) 22=-115(F 43=-70(F) 44=-51(F) 45=-51(F) 46=-51(F) 47= 50(F) 48=-50(F) 49=-50(F) 50=-50(F) j 25) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate I cease=1.60 Uniform Loads (plf) Vert: 1-2=-9, 2-3=-18, 3-9=-18, 9-14= -1, 14-15=-1, 15-16=7, 37-47=-20, 47-50=8, 40-50=-20 Horz: 1-2=-5, 2-3=4, 3-9=4, 9-14=13" 14-15=13, 15-16=21 Concentrated Loads (lb) Vert: 4=-41 (F) 3=-109(F) 22=101(F)I43=-41(F) 44=-41(F) 45=-41(F) 46=-41(F) 47=-30(F) 48=-30(F) 49=-30(F) 50=-30(F) 26) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate n'crease=1.60 Uniform Loads (plf) Vert: 1-2=7, 2-3=-1, 3-9=-1, 9-14=-1 1�14-15=-18, 15-16=-9, 37-47=-20, 47-50=8, 40-50=-20 Horz: 1-2=-21, 2-3=-13, 3-9=-13, 9-14' 741 14-15=-4 15-16=5 Concentrated Loads (lb) Vert: 4=-47(F) 3=-138(F) 22=-101(17)i43=47(F) 44=-41(F) 45=-41(F) 46=-41(F) 47=-30(F) 48=-30(F) 49=-30(F) 50=-30(F) 27) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=24, 2-3=32, 3-9=32, 9-14=1i7, 14-15=17, 15-16=9, 37-47=-10, 47-50=18, 40-50=-10 Horz: 1-2=-32, 2-3=-41, 3-9=-41, 9-1 i =26, 14-15=26,15-16=17 - Concentrated Loads (lb) Vert: 4=-70(F) 3=-206(F) 22=-115(F) 43=-70(F) 44=-51(F) 45=-51(F) 46=-51(F) 47=-50(F) 48=-50(F) 49=-50(F) 50=-50(F) 28) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pin lrnd I • Pinse tlmo-gHr rnlertk'd 110DE IiUSS81'ifllfY,$ UIsm TIN a (pi➢IIIGhi PISTUMj iDi7j AErrURLwNEa;' bra Tedy ierip Pneotlen Mreadlalls w IaisLess 7es a Drlriy{If4;: ru 1& AOhurT.Ies!! C1 r.E.lOnexr Sksl Eelere me. Udm ltierrise slellf ittlelDD,.a 191do¢lsuq!all$ASCII nedfusle TOD 1lhenlii. isaLns Oesglhpreu¢r,$seaellr FMulri.thl solnnrIDO opresens 11 oogtcm;lOttlpafluoldelgblerog rape9ellaof tit INFdOfsaft%ss 141.1allate TDD!lll,lalerIN. Itl deOpa mnnpiee;. hld:lgtletitlxe. slndilar Anthony TT. e lseO$Sh Ttass6•lvrtridirg lstN respofDalardCeOwtr.Ike O.aeifln rirr4 ege4 or l8e tldllilg Dnilxr,mheolhnOil! RC,u:tlC al tie 10e4 Weirel off.1 MI. Tit yfmllIfAir 111 sad nr fielineOtil Ttess.iaMaiha 14terns,llshllOiel nl train shah!. fhieeslt 011ye( Ornto III, P.E. Zt lil l"I l:t D!s!. :elf Cla'Ifbs. l:nx3 ele0ie tteTDD miIAe r�hn9d lii!II!lf if Oe lelidt! Its m$O Iarmm�l6C$r,. rilisW! Ttt IN $6(A nerdwexedkr lnll OalR tfrl aret;'!lresinla!$[4d>h:i:f 4ylIlnS Deo er,Lns Un Ee is:er ml Tnss tlaalla:er; aver. II 80083 D P d 1 Pm ar i T B r r r' !Rlnlu lOilldlroGm•M agredeslvumfigir4lrlr:es leOaei Tit least CrslRFagheer is OUT Ike lrSagCl;aln, nTnss Srs::: Eagileer[arhliltiag. dlleqMuedhros nemd4ae11a1P14451 St. Lucie Blvd. 1. Fart Pierce, FL 34946 (ophighfm2016A-1Roa,Trusses-AnihonyLlemhaIll, P.I. P.eprodu0ianofibis Sommers, in any form, is prohibited withomThe written permission from AdRoolhusses-AnthonyLTomho111,P.I. Job WRMSCMBL15X8 I'I Truss A01SGE Truss Type Common Girder Qty 1 Ply 1 A0116782 Job Reference o tional A-1 Root l ru ,ses, Fort Fierce, FL J494b, aeslgntgaiuuss.com LOAD CASE(S) Standard ji Uniform oads (plf) Vert: 1-2 ,9, 2-3=17, 3-9=17, 9-14=32, 14-15=32, 15 16=2� 37-47=-10, 47-50=18, 40-50=-10 Horz: 1-21---17, 2-3=-26, 3-9=-26, 9-14=41, 14-15=41, 15-16=32 Concentrated Loads (lb) Vert: 4=� O(F) 3=-188(F) 22=-115(F) 43=-70(F) 44=-51( 45=-51(F) 46=-51(F) 47=-50(F) 48=-50(F) 49=-50( 50=-50(F) 29) Reversal Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Paral el: Lumber Increase=1.60, Plate Increase 1,60 Uniform 1oads(plf) Vert: 1-2 ,24, 2-3=32, 3-9=32, 9-14=17, 14-15=17, 15-16=9,I3747=-10, 47-50=18, 40-50=-10 Horz: 1-2`-32, 2-3=-41, 3-9=41, 9-14=26, 14-15=26, 15-16=17 Concentrated Loads (lb) Vert: 4==-206(F) 22=115(F) 43=-70(F) 44=-51( ) 45=-51(F) 46=-51(F) 47=-50(F) 48=-50(F) 49=-50(F) 50=-50(F) 30) Reversal,, Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increases 1.60 Uniform Eds (plf) Vert: 1-2 9, 2-3=17, 3-9=17, 9-14=32, 14-15=32, 15-16=2 , 37-47=-10, 47-50=18, 40-50=-10 Horz: 1- -171 2-3=-26, 3-9=-26, 9-14=41, 14-15=41, 15-16=3 Concentrated Loads (Ib) Vert: =-h 40(F) 3=-188(F) 22=-115(F) 43=-70(F) 44=-51(gj 45=-51(F) 46=-51(F) 47=-50(F) 48=-50(F) 49=-50(Ff) 50=-50(F) _ 31) Reversal] Dead + 0.6 MWFRS Wind (Neg. Internal)1st Parallel: Lumber Increase=1.60, Plate IncreaseL1.60 Uniform LLoads (plf) Vert: 1-2118, 2-3=10, 3-9=10, 9-14=-5, 14-15=-5, 15-16=3 L747=-20, 47-50=8, 40-50=-20 Horz: 1- -32, 2-3=-24, 3-9=-24, 9-14=9, 14-15=9, 15-16=1' Concentrated Loads (lb) Vert: 4=�47(F) 3=-151(F) 22=-101(F) 43=-47(F) 44=41(F 45=-41(F) 46=-41(F) 47=-30(F) 48=-30(F) 49=-30(Fi 50=-30(F) 32) Reversa`, Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Par lel: Lumber Increase=1.60, Plate Increase=1.60 Uniform �oads (plf) Vert: 1-2.3, 2-3=-5, 3-9=-5, 9-14=10, 14-15=10, 15-16=18, 37-47=-20, 47-50=8, 40-50=-20 Horz: 1-2,=-17, 2-3=-9, 3-9=-9, 9-14=24, 14-15=24, Concen ted Loads (lb) Vert: 4= �� 7(F) 3=-133(F) 22=-101(F) 43=-47(F) 44=-41(1Q1 45=-41(F) 46=-41(F) 47=-30(F) 48=-30(F) 49=-30(FI) 50=-30(F) 33) Reversal: Dead+ 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS'Wind (Neg. Int) Left): Lumber Increase=1.60 Plate lgcrease=1.60 Uniform toads (plf) Vert: 1 _T 41, 2-3= 47, 3-9= 47, 9-14=-35, 14-15=-35 15-1( 8, 37-47=-20, 47-50=1, 40-50=-20 Horz: 1-=-3, 2-3=3, 3-9=3, 9-14=9, 14-15=9, Concentrated Loads (lb) Vert: 4= 1,64(F) 3=-164(F) 22=-115(F) 43=-64(F) 44=-51(II) 45=-51(F) 46=-51(F) 47=-62(F) 48=-62(F) 49=-62() 50=-62(F) 34) Reversa� Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRSII1 ind (Neg. Int) Right): Lumber Increases 1.60, Plate Increase=1.60 Uniform Loads (plf) mun: 8.z lu S Ivldy 8 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Tue Aug 28 10:13:30 2018 Page 3 ID:ld_OOXyyT61Bi TXoljwHHzefvK-3MKipATf421wkzv4khkH_HL1foL9tEWKuSEG4jyjMbp Standard Vert: 1-2=-28, 2-3=-35, 3-9=-35, 9-14=-47, 14-15=-47, 15-16=-41, 37-47=-20, 47-50=1, 40-50=-20 Horz: 1-2=-16, 2-3=-9, 3-9=-9, 9-14=-3, 14-15=-3, 15-16=3 Concentrated Loads (lb) Vert: 4=-69(F) 3=-186(F) 22=-115(F) 43=-69(F) 44=-51(F) 45=-51(F) 46=-51(F) 47=-62(F) 48=-62(F) 49=-62(F) 50=-62(F) 35) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-20, 2-3=-26, 3-9=-26, 9-14=-37, 14-15=-37, 15-16=-31, 37-47=-20, 47-50=1, 40-50=-20 Horz: 1-2=-24, 2-3=-18, 3-9=-18, 9-14=7, 14-15=7, 15-16=13 Concentrated Loads (lb) Vert: 4=-69(F) 3=-195(F) 22=-115(F) 43=-69(F) 44=51(F) 45=-51(F) 46=-51(F) 47=-62(F) 48=62(F) 49=-62(F) 50=-62(F) 36) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-31, 2-3=-37, 3-9=-37, 9-14=-26, 14-15=-26, 15-16=-20, 37-47=-20, 47-50=1, 40-50=-20 Horz: 1-2=-13, 2-3=-7, 3-9=-7, 9-14=18, 14-15=18, 15-16=24 Concentrated Loads (Ib) Vert: 4=-69(F) 3=-182(F) 22=-115(F) 43=-69(F) 44=-51(F) 45=-51(F) 46=-51(F) 47=-62(F) 48=-62(F) 49=-62(F) 50=-62(F) Gcdy lhesetllrlyHrle!it;vlfe'E1UDrT1sSr5riFUEI'j6EaJ1lTINS6(ONrdrIDNS(ISioM{1"d�]jg;IfM831ridENi Iwm.genhdNglplvdnsledreAaNsanisl!IssDn!gs0rniy{R':IdlkAdeurl.naeagi,l.[.Idaese!!!tt'!t'.Ireme.Wessahtmsldddl�nemo.cap Wieicmenu Item,hdthned10.13Dlek•d!L Hearne Desiglkdaeeltt.1,sxuud E.deev;,ne sedulylaD aereslds eeamp:a:ednl polsnlla ey!lrilgnymilllatS!ne dlfYaifnrs.0eNssL•pn!i.e Ike lDDadr;ndulYl.Anthony T. Tomb lll, P.E. 16.d lStdelSNSin, 11r 1a�d111 Snt fell{1lbimdreo.,ll.mo.�rrse .dlglalriil rainy ongce!,anl:Imddtsl arc,,�s:,IdmDldl�:r<gndl�dro-tmy;rllddikioo admfieu llldhedme. ildl5y L• ,,:x�yl.ilmua!revdal!�!s>t�s,lslrel�es�fid -80083 ' IkEr'.3fe]Dn'r:t!rtIr1S:1CAl.:tl3555!GeiJekTUDISdINllydlal30ig+ddn�SllnelNGer(e9'r(9MSdd(lie'letl!R'�KS�llHifkdErllleidSSIA1(::dJ Ye7hr',eltld•,p:dler IYIhAi3:rlspcsss=Tesulb!Iesd3'1!ISSDISijlN,1!HS�IS:rufe�llermdrn:srr!dr.+�er;n:!!s 4451 St. Lucie Blvd. dtnlss ddiedlpacw-ed ndlei Terns CedpraotulsrCi:irz"dmg Gss:pe,lrlass Srs+la ryneerdor ldlffiy. dlllq z>dtebs areas deEeld iaRFl. Fort Pierce, FL 34946 Copyrigh102016ii-I loaf hosses-AndonyT.TomboIll. P.E. Reproduction efibis docusnersi, in any form, is pfohibhed Ohm the tiffea Fernossion lions klksffrusses - Anthonyl. Tombo III, P.E. Job Truss Truss Type Qty Ply WRMSCMBL15X8 A02 Common 3 1 A011,6783 Job Reference (optional) r ! rwur ![Uses, runs rltlrsx, rs- .rtayo, uesrgnrda-fcruss.com Kun: ts.zi u s may its zuits t-nnt: a.zi u s May iu 2016 Mi l ek Industries, Inc. Tue Aug 28 10:13:30 2018 ID:ld_OOXyyT61Bi_TXo 1 jwHHzefvK-3MKipATf421wkzv4khkH_HL39oOLtNgKuSE( 3 19-0-0 25-1-13 25 11 13 31-3 11 31 0 31 0-0 9 1 6-1-13 6 1-13 0-10-0 5 3-14 0- -5 6-7-0 -4 6.00 F12 5x6 = 16 15 "' `" 14 -- 13 12 3x6 = 1.5x4 11 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2017[TP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 14-15. WEBS 1 Row at midpt 4-14, 6-14, 8-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-7-10. (lb) - Max Horz 2=-166(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 2=-107(LC 12), 15=-479(LC 12), 14=-614(LC 13), 10=-188(LC 13) Max Grav All reactions 250 lb or less at joint(s) except 2=434(LC 23), 15=687(LC 23), 14=1378(LC 1), 10=622(LC 24) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-388/166, 3-4=-13/315, 4-5=-8/318, 5-6=0/433, 6-7=0/433, 7-8=-8/281, 8-9=-327/262, 9-10=-800/458 BOT CHORD 2-16=-73/289, 15-16=-73/289, 15-23=-276/346, 23-24=-276/346, 24-25=-276/346, 14-25=-276/346, 12-13=-249/657, 10-12=-249/657 WEBS 3-15=-501/356, 4-15=-317/182, 4-14=-150/287, 6-14=-673/365, Continued on page 2 5x6 = 6x8 = 5x6 = 1.5x4 II 3x6= CSI. DEFL. in (loc) I/deft Ud TC 0.60 Vert(LL) 0.2214-15 >378 360 BC 0.34 Vert(CT) 0.2114-15 >404 240 WB 0.39 Horz(CT) 0.01 10 n/a n/a Matrix-MSH WEBS 3-15=-501/356, 4-15=-317/182, 4-14=-150/287, 6-14=-673/365, 8-14=-715/560, 8-13=-101/429, 9-13=-495/430, 3-16=0/256, 9-12=0/254 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf, h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) C-C wind load user defined. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 2, 479 lb uplift at joint 15, 614 lb uplift at joint 14 and 188 lb uplift at joint 10. 7) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16,.17 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 8) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Except: 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-54, 6-11=-54, 17-20=-20 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 431 PLATES GRIP MT20 244/190 1 Weight: 209 Ib FT = 10% I I Standard Except: Uniform Loads (pif) Vert: 1-2=95, 2-6=56, 6-10=56, 10-11 48, 17-23=-10, 23-25=70; 20-25=-10 1 Horz: 1-2=-103, 2-6=-65, 6-10=65, 10 11=56 5) Dead + 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=48, 2-6=56, 6-10=56, 10-11=95, 17-23=-10, 23-25=70, 20-25=-10 Horz: 1-2=-56, 2-6=-65, 6-10=65, 10-11=103 6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=0, 2-6=-36, 6-10=-36, 10-11=-28, 17-23=-20, 23-25=60, 20-25=-20 1 Horz: 1-2=-14, 2-6=22, 6-10=-22, 10-11,=-14 7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) I . Vert: 1-2=-28, 2-6=-36, 6-10=-36, 10-11=0, 17-23=-20, 23-25=60, 20-25=-20 Horz: 1-2=14, 2-6=22, 6-10=-22, 10 -1 114 8) Dead + 0.6 MWFRS Wind (Pos. Intemal) Left: Lumber Increase=1.60, Plate Increase =1.60 Uniform Loads (plf) 11 Vert: 1-2=24, 2-6=5, 6-10=21, 10-11=I 3, 17-23= 23-25=70,20-25=-10 Horz: 1-2=-33, 2-6=-13, 6-10=29, 10- 11 9) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=13, 2-6=21, 6-10=5, 10-11= 4, 17-23= 23-25=70, 20-25=-10 Horz: 1-2=-21, 2-6=-29, 6-10=13, 10-11=33 10) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-9, 2-6=-18, 6-10=-1, 10-11=7, 17-23 , 23-25=60, 20-25=-20 Horz: 1-2=-5, 2-6=4, 6-10=13, 10-11=21 11) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) -10, =-20 Genie; Flnse@ue!gHyts•itMiSe'e l IODp @DSirS('igetEl'16EA91t @tflS d (Op'GI11CkS (DSToxj dt1@'} z(1]Cri;.@RpEM• fell. Terey desire gomel!re Wall oms"Imllets Des:enDreviy{@4e; erd Ill lmwyMe l fil, r.Ledetexr sleet iltre et. udtsnftenise dddeatk,TOD,a'y I/JTekrocemgimsskdlin esedhr b 15D%unlit Ale Tres Bull,1.0REr(I.t,SptJd11@gimept!sedte oyTDDreF-.t' ea occi file frtLtelud eg'eelugsqerdlltnlfer be dslgav' me sugleltrs tended toile TDDedp utful-1d.Tie L•npe memfueta, ud!dueflDos, rollout Anthony T. Tornbo Ill, P.E. cJ ale dill Tsesstreqedllitg itllereefntiUty dllrt Oner, ICeUwm'std'stied egedu@e ldllirg Desiisxt,mNomddlk tl(,de MEW fitlaid tv�'d eR nitud rd•1.@tgpneddlkt TDhAttylieli tse rfNe inss.itdttiy lad:rg.ts!ryt. teenDdin ud kttsgs6,ltts Ea m1meei4hd z80083 Ai Aveks setodarteTDDt>t l5ep�rtetta9 gtildn!idtll Gfldiq rtRfa�ASdtry ld':erndfle (e(g¢fdlltld fig T71 WS1G laulf lade. lterrelpAle TPH 45mile!rtiffa!Mits Wde;i?•sdleTle3eNiipR,TnssDtsipb@ rteedgrtssNAdtA:teR§es 4451 St. Lucie Blvd. Fort Pierce, FL 34946 (0pyriRh1m7016A-1RoofTmssts-AnthanyI.TombIll,P.(. Reprodurtiou Of this dDWOTIM, in only foral, is probibiled without the written permission from A-1 floollmsses - Airthonyl. lootho 111, P.I. Jobs, I Truss Truss Type Qty Ply A0116783 WRMSCMBL15X8 A02 Common 3 1 Job Reference (optional) A-1 Root l LOAD CAS Standard Uniform Vert: 1 Horz: 1- 12) Dead + Lumber Uniform Vert: 1 Horz: 1-. 13) Dead + 1 Parallel: Uniform Vert: 14 Horz: 1-, 14) Dead + 1 Parallel: Uniform Vert: 14 Horz: 1; 15) Dead + I Parallel: Uniform Vert: 1-� Horz: 1- 1 6) Dead + i Parallel: Uniform Vert: 1-: I Horz:1-. 17) Dead + i Parallel: Uniform Vert: 14 Horz: 1 Fort Herce, FL :149415, designLaltruss.com Dads (plf) 2-6=-1, 6-10=-18, 10-11=-9, 17-23=-20, 20-25=-20 -21, 2-6=-13, 6-10=-4, 10-11=5 6 MWFRS Wind (Pos. Internal)1st Parallel: crease=1.60, Plate Increase=1.60 Dads (plf) �4, 2-6=32, 6-10=17, 10-11=9, 17-23=-10, 20-25=-10 f-32, 2-6=-41, 6-10=26, 10-11=17 6 MWFRS Wind (Pos. Internal) 2nd umber Increase=1.60, Plate Increase=1.60 Dads (plf) b, 2-6=17, 6-10=32, 10-11=24, 17-23=-10, 20-25=10 =-17 2-6=-26, 6-10=41, 10-11=32 6 MWFRS Wind (Pos. Internal) 3rd umber Increase=1.60, Plate Increase=1.60 Dads (plf) 24, 2-6=32, 6-10=17, 10-11=9, 17-23=-10, 20-25=-10 =-32, 2-6=-41, 6-10=26, 10-11=17 6 MWFRS Wind (Pos. Internal) 4th umber Increase=1.60, Plate Increase=1.60 Dads (plf) 9, 2-6=17, 6-10=32, 10-1 1=24,17-23=-10, , 20-25=-10 =-17, 2-6=-26, 6-10=41, 10-11=32 6 MWFRS Wind (Neg. Internal) 1st umber Increase=1.60, Plate Increase=1.60 Dads (plf) 18, 2-6=10, 6-10=-5, 10-11=3, 17-23=-20, 20-25=-20 =-32, 2-6=-24, 6-10=9, 10-11=17 6 MWFRS Wind (Neg. Internal) 2nd umber Increase=1.60, Plate Increase=1.60 oads (plf) 3, 2-6=-5, 6-10=10, 10-11=18, 17-23=-20, , 20-25=-20 =-17, 2-6=-9, 6-10=24, 10-11=32 Run: 8.210 s May 18 2018 Print: 8.210 s May 182018 MiTek Industries, Inc. Tue Aug 28 10:13:30 2018 Page 2 ID:ld_OOXyyT61Bi_TXo 1jwHHzefvK-3MKipATf421wkzv4khkH_HL39oOLtNgKuSEG4jyjMbp ndq r enf nfn!�!T resin th'dd loci 1t3ssurifllfl'), UIEW TIN B M..IN, D., Afilegl.le�e> ae r.E tdeeae 4fEi# !e ne. Ud:ss Gkrrise ddN rr tleTDO,E� 7 'iTren¢e:brp:eTs s6tli:e enlU!tFz ldDtakrdie. Aseirns Dnire hprmirE, 4eflrlfpE.tlreE,tlE udnegiUD rerresedtfe�up�uAOe poLssiudecrsevcnspn0ilrtp 4;sleln{nHtles'e•'ETnss eepaEenllf lDD MI. Anthony nsnnpirn.6d:er mdnns. s.italildl Anthony T. TORIbO III, P.E. ri sedrii rsoss4r xr{dl/ir9isikfespxflfllRJdi OYlir.INOMNff P23?•IZEI,tb1f!fe{pleROtS rH',9CR[Nhdliln lK�'S3Ii.9I1ICIxdYW�LTj[IIE I'£{r%f. lltljx111idifeTOU uen.fidi ned6e Tnss,mtlffies lad'e}savele issh0o-tus ulfrdrAslilih»x!rms±b.!3;d 280083 ' �le ty:'ta7 rtsl5^e:edf[aaMa, iC xns xsmlutMTpDssl liepasnes0sp{do sduet.fAq(aapx!m idery lzfmdin{6Q{.frNnldHltl rd S6U nerela:am3:n nun: aixse TClpM1a;R:rn s33aesWErfesMl:lxn arnpn,l:ns hrn fapmnnslnsstlmtr:N:Er,a!rss 4451 St. Lucie Blvd. e3f.Mse lftirEllTohsf•rd sged r»suvriaq{Tdl rul:nla!dfri iaeinr YSf9 f:{ietlrnrCl CR{ailCfIiran,llTnsf ifs'!a Earner r'mT4e5sp. All rq!:,�{k;ns seas edned isT{I I. Fort Pierce, FL 34946 opyrrijbi02016A-IRoalTrosses-AmhanyT.TombaIll, P.E. Reprodnoionalthisdommeni,inanydoto4isprobibfedwithoutthevrittenpermission hem A-1Radhasses-AathonyT.Tomtalll,P.E. Job Truss Truss Type Qty Ply WRMSCMBL15X8 A03 Roof Special 3 1 A01 �6784 Job Reference (optional)- 11-10-10 I D:ld_0OXyyT61 Bi_TXo' 19-0-0 4-7-1 7-1-6 6-0 4 5x10 MT20HS= 6.00 12 6 e o c V I o Mr r UK II IUUSLneS, Inc. I ue Aug Liz I UJ 1 A:.11 Zulu 7- I I lb 3.00 [ . . 3x6 = 4x6 = 2x4 11 3x4 11 5x12 = 3x6 = 38-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TIC 0.93 Vert(LL) 0.35 14 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.48 11-12 >945 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(CT) 0.30 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH LUMBER - TOP CHORD 2x4 SP M 30 *Except* T1: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except 132: 2x4 SP No.3, 136: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W3,W7,W9: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-2-6 oc bracing. WEBS 1 Row at midpt 11-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1482/0-7-10 (min.0-1-12) 9 = 1482/0-7-10 (min. 0-1-12) Max Horz 2 = -167(LC 10) Max Uplift 2 = -370(LC 12) 9 = -368(LC 13) Max Grav 2 = 1482(LC 1) 9 = 1482(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2654/1639, 3-4=-4224/2520, 4-5=-3578/2091, 5-6=-3485/2116, 6-7=-3262/1858, 7-8=-2382/1529, 8-9=-2684/1736 BOT CHORD 2-17=-1276/2306, 4-15=-211/377, 14-15=-2007/3890, 13-14=-1104/2894, 6-13=-994/2140, 9-11 =-1 414/2374 WEBS 3-17=-1304/841,15-17=-1485/2692, 3-15=-630/1441, 4-14=-767l718, 11-13=-1424/2784, 7-13=-14/455, WEBS 3-17=-1304/841, 15-17=-1485/2692, 3-15=-630/1441, 4-14=-767/718, 11-13=-1424/2784, 7-13=-14/455, 7-11 =-1 006/570, 8-11=-389/478, 6-14=-547f700 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=S.Opsf; h=13ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 370 lb uplift at joint 2 and 368 lb uplift at joint 9. 7) This truss is designed for a creep factor of 1.50, which is used.to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Load Deft. = 1/8 in Iq .PLATES GRIP MT20 244/1,90 MT20HS 187/143 Weight: 222 lb FT = 10% 68!tlrr rims dntgtlJnlire tit'L.I loci ODSSrSI"iEUFI"1, 61IR11 TEINS b [OXC1fIC9S (1S1DRj 5lR]'j i(KeCDlEvoMEMi 6!e; Teitr etdp rae¢den 11 feedeNnaINSUFss 7es!a OrL+iyj1[i; ¢111e An6ufl.lsala Ct r.E Id--S SIMIi1*1 me. Udese ft.-ist Min tit TDD,%a MiTeIrtotntaillydes 5InHh ndIUIte Too It It edit As eifni OWNS lrpna(It,Spadlr 6Eluet;,Ne serben1TOO "penes Seuupnn d tie pdntlnd egfniuspntpulltinrbr.IldtslpedNeENpeTnss dep!n.4ntlelDD tdJ,nla IFFI. Pa lssipsnvapitn,bds7<udnxs, s.n111Cr Anthony. Tornbo III P.E. HIS. dtds Tnsslrnr ldldiq is NenspunlihIl, dN 0r ,NtO.tntra"!hdSpa or 11.ldleiep Deripx,So trafutrddN K, Sa u: MIN, lntlid'dep net Ind al. ITS RV dlle Too rdmb,flxt dtit Tres, ioddiq kondf SN;ge,lefilldin ud hemp SiNtts N ngias§6tr d Y ' ' 80083 Ik'6ep On!y:a!ldCC,"N!. III rags ultttaaelDDed lie poiiinarl piths Stile 4ileiq etepmw Seel I"Imuinivy,1.1ruw T1 Inns SHAnaround!o pnrdp:dute.IP;lEe5cr>Nernprsi99ies twlb!i?SdiaTnss Deslpa,Uns Dn!pabpn:nnflnss NaMt:,era,axsz + ed AenitdtfiSti lro 0dtw lgrerdtpt iS rnaq lJdl pM,n imdrei ileTnss Cestz Tyanr is NDl4a Ndlap Cnyew, nTn sSrsha blattr e.nywillap. III ty:dvdle to Inem ddad mTPl 1. 4451 St. Lucie Bh1d. (opyrighl 0 2016 A -I Roof Busses -Anthony 1. Tomball], P.l. Reptodudion of this dowmenl, in any foray is probibited without the written permission from A-1 Roof Trusses -Anthony 1. Tombo III, P.I. Fort Pierce, FL 34946 Job{ Truss Truss Type Qty Ply A0116785 WRMSCM L15X8 A04 Scissor 3 1 Job Reference (optional) A-1 KOOT 1 Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Tue Aug 28 10:13:31 2018 Page 1 ID:ld OOXyyT61Bi TXoljwHHzefvK-XZu4OVUHrMQnM7UGIOFWWUtDsCctciVU76zpc9yjMbo 14 7-2-1 12-11-12 19-M 25-0-4 30-9-15 38-0-0 9-4 -4 7-2-1 5-9-11 6-0_4 5-9-11 7-2-1 6.00 F12 5x6 = Dead Load DeFl. = 5116 in 5 5x6 O T 5x6 4 6 1.5x4 W 3 1.5x4 g 2 7 12 1 W 6x8 n a 14 13 11 0 1 v 1 2 3x8 MT20HS% 3x8 MT20 1 9 Iq 0 3x4 3.00 12 3x4 - 1.5)45ii4 11 1.5x4 II 4x8 1.5x4 11 5x8 1.5x4 II 30-9-15 08 // -10-4 19 0 27-1 2 1- 2 1 8 0 �- 38-0-0 -4 Plate Offsets Y)— [2.0-1-14 Edgel [4.0-3-00-3-01 [6:0-3-0 0-3-0] [8:0-3-7 Edge] [8:0-4-0 0-5-41 [8:0-2-1 Edge] LOADING (pislf) SPACING- 2-M CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.55 12-14 >826 360 MT20 244/190 TCDL 71 0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.80 12-14 >570 240 MT20HS 187/143 BCLL 0 .0 ' Rep Stress Incr YES WB 0.93 Horz(CT) 0.50 8 n/a n/a BCDL 1010 Code FBC2017/TP12014 Matrix-MSH Weight: 200 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 WEBS BOT CHOR 2x4 SP M 30 5-12=-1278/2430, 6-12=-850/786, WEBS 2x4 SP No.3 6-10=-262/633, 7-10=-319/445, WEDGE 4-12=-848/781, 4-14=-257/625, Left: 2x4 SP I o.3, 3-14=-318/465 Right: 2x4 S1 No.3 BRACING- NOTES - TOP CHORD 1) Unbalanced roof live loads have been considered Structural wood sheathing directly applied or 2-2-0 oc for this design. purlins. I1 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) BOT CHORD Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=13ft; Rigid ceiling directly applied or4-7-10 oc bracing. Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) Except: IJ and C-C Exterior(2) zone; cantilever left and right 4-8-0 oc bra ng: 8-10 mends that Stabilizers and required exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber MiTek reco cross bracirh' be installed during truss erection, in DOL=1.60 plate grip DOL=1.60 accordant 1 with Stabilizer Installation uide. 3) All plates are MT20 plates unless otherwise indicated. REACTIONS. (lb/size) 4) This truss has been designed for a 10.0 psf bottom 2 = 1482/0-7-10 (min. 0-1-11) chord live load nonconcurrent with any other live 8 = 1482/0-7-10 (min.0-1-11) loads. 5) ` This truss has been designed for a live load of Max Horz 2 = -166(LC 10) 20.Opsf on the bottom chord in all areas where a Max Uplift rectangle 3-6-0 tall by 2-0-0 wide will fit between the 2 = -369 LC 12 bottom chord and any other members. 8 = -369(LC 13) 6) Bearing at joint(s) 2, 8 considers parallel to grain Max Grav value using ANSI/TPI 1 angle to grain formula. 2 = 1482(LC 1) Building designer should verify capacity of bearing 8 = 1482(LC 1) surface. 7) Provide mechanical connection (by others) of truss FORCES. (III, to bearing plate capable of withstanding 369 lb uplift at Max. Comp. ax. Ten. - All forces 250 (lb) or less except joint 2 and 369 lb uplift at joint 8. when shown 8) This truss is designed for a creep factor of 1.50, TOP CHOR which is used to calculate the Vert(CT) deflection per 2-3= 4676/2 10, 3 4= 4314/2537, ANSI/TPI 1. The building designer shall verify that this 4-5=-3129/1 185, 5-6=-3129/1785, parameter fits with the intended use of this 6-7=-4341/2362, 7-8=-4660/2828 component. BOT CHORD 2-14=-2402/¢233, 13-14=-1831/3605, 12-13=-1827("3640, 11-12=-1829/3643, LOAD CASE(S) 10-11=-184213607, 8-10=-2418/4245 Standard WEBS 430, 6 5-12=-1278/2-12=-850/786, 6-10=-262/633, 7-10=-319/445, edy Plxse tluvyNr miewlk'A nOG'r 0CSs8('satul n:A!T(t{1SA(Qs dilCkf(DSrDMj cY70'ItRIC7i��SMErhis.ie:AT dssipievaNers v>e«dv%xxellsLessDxyo Drvriy{fGCjrri ILx LNxeT. rceM itt.F.IderzaeUxl6eS!e ess. DdxsdFv.iu dxei eotlelDD,wj Lkurttmrl�]ss6ili:-:aud(xl&T)Dxurdil. As eTins Deslp(tyi»e(I.e,sre.111lelxerj.fla edx»rTDDryreserts vnuupsa¢el tut»ius!»dey!eeeUgxsrxsi111ATS; Wdrso'lth soeTxss kPnk,fit IDD x0r,xduT?41. IGda!nn»Arnvp.hdrcloetlnxs, srDe1!iry Anthony T. Tombo III, P.E. dxe vtlos rxssfir v,I tdllix is turesdnsililiryd[a Gne,Ile Oruisvagrittde;efl er l4e tuldioc Designs,®;axdert dsulK,3!3:»drie bsd id:Lsr;dsrEd IPL1. T1e ryTmddtie iDGWn.Aell xeAlSe rxss.u:is6yleLsry. s6sryt,ixxlldix ud Gx ei s5s114e na restxriCard «80083 ' Ih0.+.'legges!gx�vrlQS"eMi.Al»zsAt p:das�rtFl k5xs4?»rev:ad9ies[eldDes e'tal:xsD<slpe,T�essDes!go Fi,InetteaSixs Ma»feMel,aitss 4.451 St. WeIe Blvd. v3mise Idirs! ATe6vrctl epredv»v iv xsifiy IT dl gertes i»eised. Tleixss Crs1a rryixe is dCr t`e tn:da3.e,.gaa,xT xss}9ex rynxr dcvr I.dAy. ui srylHattterras xeM dersel bird. Fort Pierce, FL 34946 (optrighdOtOIEA-IRoof GDsses- Anthony l.Tombs IILP.f. ReproduRiaool ibis dummenl,inatyPolm,isprohiSAedwithout the writtenpermission fiamA-IHnolTmsses- Anthony P.Tom6DIII,P.E. I Job Truss Truss Type Oty Ply WRMSCMBL15X8 A05 Scissor 10 1 A0116786 Job Reference (optional) A-4-0 7-2-1 12 4x8 nun. — I a rviay so w ro rains. 0.4 1U 5 svre ID:ld_00XyyT61Bi_l -12 19-0-0 25-04 3 11 6-0 4 6-04 ; 6.00 12 5x6 = 5 5x6 T 5x6 4 6 ra /U ro rvrr r eK rnau5me5, Inc. rue Hug ZTs 1 u ;ls:.Jz zultS / 12 6x8 = 14 13 11 10 3xa MT201!S� Us MT20HS= 3x4 � 3.00 12 3x4 ZZ 1.5x4 7 1 N n 1 � 1 89 1q 4x8 z o LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.57 12-14 >806 360 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.82 12-14 >557 240 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.52 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH LUMBER - TOP CHORD 2x4 SP No.2 `Except` T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 4-7-7 oc bracing. MiTek recommends that Stabilizers and require!in�] cross bracing be installed during truss erection, accordance with Stabilizer Installation ouide. REACTIONS. (lb/size) 2 = 1482/0-7-10 (min.0-1-11) 8 = 1482/0-7-10 (min.0-1-11) Max Horz 2 = -166(LC 10) Max Uplift 2 = -369(LC 12) 8 = -369(LC 13) Max Grav 2 = 1482(LC 1) 8 = 1482(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4676/2809, 3-4=-4314/2536, 4-5=-3130/1786, 5-6=-3130/1786, 6-7=-4314/2551, 7-8=-4676/2830 BOT CHORD 2-14=-2401/4233, 13-14=-1832/3605, 12-13=-1827/3641, 11-12=-1832/3641, 10-11 =-1 837/3605, 8-10=-2423/4233 WEBS 5-12=-1279/2431, 6-12=-848/779, 6-10=-254/625, 7-10=-318/464, 4-12=-848f780, 4-14=-256/625, 3-14=-318/465 WEBS 5-12=-1279/2431, 6-12=-848/779, 6-10=-254/625, 7-10=-318/464, 4-12=-848/780, 4-14=-256/625, 3-14=-318/465 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second -gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DO .=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 369 lb uplift at joint 2 and 369 lb uplift at joint 8. 8) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TP.I 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Load Deft. = 5/16 in PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 179 Ib FT = 10% t6r!riry • rleesedwrryHgrs!hwiSe'A117CE fgl?iS8{'iEEIEI'I6ENEle[ RU6 6 (gl 111CIS NSIgNj SlR]'i A(N!IGp�P�YfN� pm;. gKNp 9Np goe®tlm e>i fM elves pi4iltEss Best 7treizgElrceri Ifa AttkteYl.li¢8eC!, r.L Idteene S1:41 t-!`1!e n4. UdH: s@N+ise fitld estlelgD,a!y Wiektneefiq:ahsslsllMaee6r az lgataSeronl.fsePas Desgs Gpineril.e,Spensug Bpast,tSe edaogIDNrepreseasarasr,�admr pafeulosd ea'ee;ug agnsllangtors6e esAgnrtsles'NeTnss tap;nee ecsirIDOadg,ralu1r41. iG ieng,nsmgmw,!asec,ranxrameulrg Anthony T. Tombo III, P.E. r.4ued�iis i,25s;eneg rsillisg is l4e respnvllilydlk Owner. Nx Oruis s9�arcd of anlisre!iisg 0esigM!,�@anrtttldla°ig(,�e6;avp tle bs�kalsg sdEudrYLl. tYeq/deseid15e 1NN erasegtiell rse afihe inns, mJatigFaA`F; shnge, lesm!lesisa udknrq slilitas`••nsgas tl:ryd z80083 NSHJ:eggesgaiwlQlGrCaf.diiussseta91 ae1DDeUl'ngswnaasgril9�earttle4ilay(sapaWSetsrytremsaa;t( p,lllsEeieglryusdSSGm-rdvexsaMgsmolpaA7.21FrlGan;2erapa+ai4a1ies[NQati'sdtl+Las Desigsw,llas7es!pFagirwwNrrtssNawlr.^.e�er,rtiess' 4451St.LucieBlvd. r'lsrrise ldissd lra0mrca egred sssvbvsaiag lydl gsrt:K icsehei tielnss com Eag;eeer is NCl6 rw:ragCe;tgaw, alas Sye.n Eg4ur day oidn g. ulsq arlhvs eremdslaelhRl1. Fort Pierce, FL 34946 (opTTEghlD2DldA-lbofliusses-AmhanyT.TomboliLP.E. RepmduslionoElbisdomment,inanrgorm,isprohi6BedwithautthewkenpermissionfomA-IRoaiTrusses-AnthanyLTombo111,P.E. Job Truss Truss Type Qty Ply A0116787 WRMSCMbL15X8 A06 ROOF SPECIAL 3 1 Job Reference (optional) A-1 Roof Tru es, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Tue Aug 28 10:13:33 2018 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-Tx?rRBWXNzgVbRefQpH_cvzVj01E4dCnaQSwhlyjMbm 1 d s 9-4 11-+-10 +9-0-0 0 11-+ 3 3 2 29�-9 38-M 9-4 6- l 1� -6 7-10-6 1+-1 2-3-8 6.1-7 8-7-7 �- 6.00 12 7x6 = 6 19 18 — II 3x6 6x6 = 2x4 11 4x10 = 1,5x4 11 3.00 12 � 3x8 zz = 8x8 = 1.5x4 II 21-2-10 23-3-2 I 6-9-4 11-1-10 11r7r10 19-0-0 20-11-10234'2 294-9 I 38-0-0 Dead Load Defl. = 3/16 in Plate Offset X,Y 6:0-3-12,Ed a 8:0-3-0,Ed e , 10:0-0-10,Ed e , 13:0-4-4 0-3-8 16:0-5-12 0-4-4 LOADING (p�l f) SPACING- 2-0-0 CSI- DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 2C 0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.42 12-13 >999 360 MT20 244/190 TCDL J 0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.60 12-13 >762 240 BCLL ( 0 * Rep Stress Incr YES WB 0.85 Horz(CT) 0.34 10 n/a n/a BCDL 10j0 , Code FBC2017/TPI2014 Matrix-MSH Weight: 221 lb FT = 10% i LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD BOT CHOR 2x4 SP No.2 *Except* 2-19=-1280/2341, 4-16=-232/608, B2,B4: 2x4 SP No.3, B5: 2x4 SP M 30 15-16=-1253/2419, 7-13=-260/318, WEBS 2x4 SP No.3 *Except* 12-13=-2307/4199, 10-12=2310/4198 W& 2x4 SP No.2 WEBS ! OTHERS 2x4 SP No.3 3-19=-309/263, 16-19=-1139/2226, BRACING- 4-15=-1031/800, 6-15=-410/67, TOP CHORD 9-13=844/743, 9-12=0/297, Structural wood sheathing directly applied. 13-15=-667/1840, 6-13=-1588/2985 BOT CHOR Rigid ceiling, Irectly applied or 4-9-10 oc bracing. NOTES - Except: 1,1 1) Unbalanced roof live loads have been considered 10-0-0 oc bracing: 16-18 for this design. WEBS II 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) 1 Row at mitt t Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; 4-15, 6-15, 6� 3 Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) MiTek reco mends that Stabilizers and required and C-C Exterior(2) zone; cantilever left and right 10 cross bracil g be installed during truss erection, in exposed ;end vertical left exposed;C-C for members accordance with Stabilizer Installation uide. and forces 81 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 REACTIONSI (lb/size) 3) This truss has been designed for a 10.0 psf bottom 2 = 1491/0-7-10 (min. 0-1-12) chord live load nonconcurrent with any other live 10 = 1485/0-7-10 (min.0-1-11) loads. Max Horz 4) * This truss has been designed for a live load of 2 = 166(LC 11) 20.0psf on the bottom chord in all areas where a Max Uplift rectangle 3-6-0 tall by 2-0-0 wide will fit between the 2 = 12 -365 LC ( ) bottom chord and any other members. 10 = -367(LC 13) 5)Bearing at joint(s) 10 considers rs to grain Max Grav value using ANSIfTPI 1 angle to grain formula. 2 = 1491(LC 1) Building designer should verify capacity of bearing 10 = 1485(LC 1) surface. 6) Provide mechanical connection (by others) of truss FORCES. (Ifs) to bearing plate capable of withstanding 365 lb uplift at Max. Comp. ax. Ten. - All forces 250 (lb) or less except joint 2 and 367 lb uplift at joint 10. when shown' 7) This truss is designed for a creep factor of 1.50, TOP CHOR I which is used to calculate the Vert(CT) deflection per 2-3=-2688/1� 36, 3-4=-2697/1713, ANSI(TPI 1. The building designer shall verify that this 4-5=-1823/1,224, 5-6=-1717/1251, parameter fits with the intended use of this 6-7=-3646/2 ,96, 7-8=-3627/2163, component. 8-9=-3731/2 42, 9-10=-4654/2724 BOT CHOR 2-19=-1280/ 341, 4-16=-232/608, LOAD CASE(S) 15-16=-1253� 2419, 7-13=-260/318, Standard 12-13=-2307V4199,10-12=-2310/4198 a)-fltlsefhuigNrfaiex 13e'A-I IOCr 05'SS3jViol,n RRi1R[ f01d58(.�XTAIIC:'1(1S19N; LlR]'I A( Eranu NNC 61m, rlrM deuprpololltn ldl�..*;pSSif Llv refSa Praviarllfc;te!Et Alflkrt.Tn!>�!, r.L ll..1Rx?M Rat. Oeless otleriisl ode t,14Ks j�67'0 lxlhd luso !rsfllle s�e�.eTnsiryint6+4fminnq Anthony T. Tombo III, P.E. R11F11(11q''S"a11tiOi"T"SlSItS.!ihiE�Y}lIrF-80083 k1(LTSullylEB'li.11lr(Srw4T]ISiIA1f:1k1'tt�StTra�[51�99:Si?TllfllkVjS di1!(14451 St. Lucie Blvd. evluldita lyot14T0 epees!»liovmier lTdlrmis iltAlei l6eTnts Gtsi�E!}nnrif rUi cs ra4ar Bairfa,llT:afSrv:milplxrd®r 1iJLy. AII¢t=:atd'lros atm edhpit . Fort Pierce, FL 34946 Pl1102016AItaufLune:-AnlhnayT.TomhoIll,P.E.RepradndiaanflhisEommenl,in.yi. isPWtiidwithcult6edritleoparmissioofiomA-IRaolUanes-h nyT.iomholll,P.F. Job Truss Truss Type Qty Ply WRMSCMBL15X8 A06A Roof Special 1 1 A0116788 e_•I 0....f T.. r..w o:.._.... re s Job Reference(optional)` �, e , .�Y�, urasyn�wa r uuss.wrn Run: 8.210 s may 1a wits runt: 8.210 s May 18 2018 MiTek Industries, Inc. Tue ID:ld_OOXyyT61Bi_TXo ljwHHzefvK-Tx?rRBWXNzgVbRefQpH, I 12-11-12 19-0 0 23-2-10 30 4 6 38-0-0 39 1-4—U ti-tl-b 6-3-6 6-0-4 4-2-10 7-1-12 _�n .e LUMBER - TOP CHORD 2x4 SP No. *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except* B3: 2x4 SP No.3, 132: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W5: 2x4 SP No.2 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-8-2 oc bracing. WEBS 1 Row at midpt 4-14, 5-14, 5-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1482/0-7-10 (min.0-1-12) 9 = 1482/0-7-10 (min.0-1-11) Max Horz 2 = -166(LC 10) Max Uplift 2 = -369(LC 12) 9 = -369(LC 13) Max Grav 2 = 1482(LC 1) 9 = 1482(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2635/1678, 3-4=-2403/1576, 4-5=-1668/1236, 5-6=-3648/2333, 6-7=-3612/2170, 7-8=-3739/2156, 8-9=-4684/2775 BOT CHORD 2-16=-1329/2317, 16-23=-937/1860, 23-24=-937/1860, 15-24=-937/1860, 14-15=-937/1860, 6-12=-313/410, 6.00 F12 6x6 II BOT CHORD 2-16=-1329/2317, 16-23=-937/1860, 23-24=-937/1860, 15-24=-937/1860, 14-15=-937/1860, 6-12=-313/410, 11-12=-2376/4239, 9-11=-2368/4227 WEBS 3-16=-344/428, 4-16=-246/552, 4-14=-655/606, 5-14=-568/69, 12-14=-670/1844, 5-12=-1702/3187, 8-12=879/772, 8-11=0/280 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Bearing atjoint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 369 lb uplift at joint 2 and 369 lb uplift at joint 9. 7) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/ TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 28 10:13:33 2018 Page 1 Dead Load Defl. = 3/16 in Wudq•Plnsetlsrnt!¢r.!itetk'A-I roof R!eiS6�iFtlFt'S6(g;latf(t41Sd(Dk0110fiS(DS7gMt H7�';JCI(YDALD'aNEN�Wee, Tenth doll. rymden lead.4.2m n lis1nss Des!p )rftiq (IN'i ad th A1HntT. IeSti llr.E.Ideatoa Silet A4rt est. bless ot4mie Vild WitW? MJTtkmxderF:6A5 s4ill1s oWhr toe IN tt 4eediad. Asa line Desire 6pex{I.e,Spndto boater, to! Sell uayTDD eelrueel,xun�sedlit pd¢sdotdmlue:n¢resrnsllllar4t Me ltsipatee s!r!tIn. l!pnete¢dtlDD lay, rA,rI&I. The deslannempam, leslrtaeedn¢e:. senekdq Anthony. TOmIJ01I1 P.E. rdosed6is Trsss`arnr ldldies isi4eres1,10la! dneoaer.11eo vissubrindspur: Ihtlslllie¢Desileymtiemehddf4e lRl'tep(nadtle lud lx!l;eg esltml Rtl. Tltgp t.l d lie TOW ne 4eldnedhe Tnst,ude�igl.�d;e�,mnre, Ushlldne ud knieg sSulMt:a re!p mtiiilhtf - Y ' ' IM C.113 Dx .,ee rr!(z4•ta¢e. ellx4s ssle¢!atPeTPDe¢Isia resins and eildn¢sdtle pilli¢ k¢ �Sde Ia4mmn;tOf disfead4 lA sal Slq nerduteedhe exnl Anse. IF'rl ktin;!lent .s 4iiaies sx-'faDa d!6zLess Dtu x,l:ess Des! .a ermlinss Na»ts.^.wer,n'est '�` 80083 a P t t rn 7 r r a All trim Mel n1tTl.tM p pr aa' 4451 St. Lucie Blvd. txeMse additet lyo (tu:m oged exe i4+rriliylr dl Pmes Imdte! I6eTnss Cttlm Eyiteer Is dG14k rai7aa Btsig¢x,nlnssSpr+n Faluxr darOril$ag. sq!Ma4hros (opyrighl02016A-Iloaf Lusses- Anthony I.TomhoIll, P.E. RepeodudionofThis document, inany form, ispmhibhedwithout the writtetpermission team A-IRoof Itusses-Anthony 1.TomboIll, P.L Fort Pierce, FL 34946 Job Truss Truss Type Qly Ply A0116789 WRIVISCIVIL15XIB WRMSCM L15X8 AO7 HIP CAT 1 1 !� Job Reference (optional) A-1 Roof T Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Tue Aug 28 10:13:34 2018 Page 1 ID:ld OOXyyT61Bi TXoljwHHzefvK-x8ZDfXWABHoMDbDrzXpD87VIgPeJp4jwp4CTDUyjMbl 20-11-10 1 7-5-9 11-1-10 18-0-12 19-11 23-3-2 30-4-11 38-0-0 1 7-5-9 3-8-1 6-11-2 1-10-8 2-3$ 7-1-9 7-7-5 1 1-0-6 5x6 = 5x6 11 Dead Load Defl. = 3116 in 6.00 F12 5 A ��r 19 18 .1 — 11 3x6 = 5x6 = 2x4 11 3x4 =4x6 = 1.5x4 11 3.00 12 � 48 zZ 8x8 = 1.5x4 II 20-11-1113.0-2 i 7-5-9 1 11-1-1011710 18-0-12 19-11-421�-1023r3-2 30-4-11 38-0-0 Iy Plate Offsetsl(X Y)-- [3:0-3-0 0-3-0] [5:0-3-0 0-2-01 [6:0-2-4 0-2-8] [9:0-1-14 Edge] [12:0440-3-8] [16:0-5-12 0-4-41, [19:0-3-0,0-1-121 LOADING (p,lf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 2C 0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.44 11-12 >999 360 MT20 244/190 TCDL 7.�0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.63 11-12 >724 240 BCLL CIO Rep Stress Incr YES WB 0.89 Horz(CT) 0.36 9 n/a n/a BCDL 1010 Code FBC20171TPI2014 Matrix-MSH Weight: 231 lb FT = 10% LUMBER - TOP CHOR 2x4 SP M 30 `Except' T3: 2x4 SP No.2 BOTCHORI 2x4 SP No.2 `Except` B2,64: 2x4 SP No.3, 135: 2x4 SP M 30 WEBS 2x4 SP No.3 `Except` W6: 2x4 SP No.2 OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-8 oc purlins. BOT CHORD Rigid ceiling birectly applied or 4-8-5 oc bracing. Except: 10-0-0 oc b i!cing: 16-18 WEBS 1 Row at mi it t 4-15, 6-14, 6;12 MiTek reco�be mends that Stabilizers and required cross braciinstalled during truss erection, in accordancewith Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1491/0-7-10 (min.0-1-12) 9 = 148510-7-10 (min. 0-1-11) Max Horz 2 =-159(LC 10) Max Uplift 2 =-359(LC 12) 9 =-362(LC 13) Max Grav 2 = 1491(LC 1) 9 = 1485(LC 1) FORCES. (I ) Max. Comp.jMax. Ten. - All forces 250 (lb) or less except when showni! TOP CHORD 2-3=-2660/1(310, 3-4=-2692/1716, 4-5=-1874)1�75, 5-6=-1602/1239, 6-7=-3675/2318, 7-8=-3765/2150, 8-9=-4702/271I55 BOT CHORD 2-19=-1246/2309, 4-16=-308/644, BOT CHORD 2-19=-1246/2309, 4-16=-308/644, 15-16=-1218/2400,14-15=-615/1602, 7-12=-335/430, 11-12=-2356/4260, 9-11 =-2351/4244 WEBS 3-19=-381 /301, 16-1 9=-1 155/2271, 4-15=-971 /733, 5-15=-263/545, 6-14=-1253/461, 8-12=-872/767, 8-11=0/276, 12-14=-794/2109, 6-12=-1707/3245 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DO .=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing atjoint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 359 lb uplift at joint 2 and 362 lb uplift at joint 9. 8) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard �i '�#ndq rlee:e NsrrrgHTFe!isrik'1117Rr 89S531'SEltfY1,6IGEllt iflrlS b[9KCd11g1f NST�Nj 6U1:lj:.(K1C1r",LrukEi6'INSs TlrMdlslgF gtltndtn Od ltGd INK OF 1mSTt8114lspgfriylRa`?Irl lu AliiG(T.It'd�3Ji,r.E.rdtll3:t:d?Sf+S�FfFPlt. gdN341TC�Iil lldtd FF ftlTgO.A( NN1Teksnumq!Ets sldi Ee r3edfu lEe i)f11a 6e n11d. 4te Lns DesldefFprx[t{Lt,Sfesltlid 6gltetrrtlaed FF oyIOD Fegresenua uapts:edfle pdzsslFFd ecg:rFt:Ugrequnllltlt'atlldts!pt7ttF say[Tnsst:p;[IFhtrIeTDD Fdr,rlfer i?Ft.t&tttlp nnnpure.IFr2!uguFbnFF:. trnOilNg Anthony T. Tombo III, P.E. kd tsed*is Tnsshr u(killirg is r�respesiNlfidt40rrFcslFOreisr4�rird Fgesl Fr l6e rdlliFg gn!fnr,at`�omnFtfu l�8:". ultlt 6sd ka!frgolt nd lP.l.leq;n+Fidlk lOD nd n,Bddost Foie Tress, alr6nladisq.CF:gF, iFshllvtlnudtrrt'r3 s4ilit3 Ea resrasb;�hd 80083 'r:!i3g ges:ga: Frl Oa:FPF:. Ag nfssEue::F fleTWesi lie dsmisesolgriddnes Fitt rnllly (cagatd Sdefjlzamttln;i(if gFNis&db1171 tad 9fA tre:dtlerulh�geFnd p'dfFs_lFslLrice;resfe,s!4:aiessa7b:+.a!'6:Tnss Dtsi3Fer,llessks!p ragirerglTnss Msee(F s�eyuess 44515t. Lucie Blvd. FYe�selFtirdlyotldm Fgsed FHFovrt6eri,.dldrr,:is lnd+ti l6e inns CtslaE7aieteris'ACi wt rzdagCFPpx,FrinesSpAez?agie!erF'mr4+J7iy. 111tgrd.:td4:os Fremddadhlrl 1. Fort Pierce, FL 34946 (oprTigMm101dA-IRonfLusses-Anldnnyi.TomhoIll,P.E. R.epmEuoianolltisLoasnefA,ineayform,isptohih4edwi6 rtewsitteoF.issian6omA-IImTrnsres-dnihonyT.T.t'III,P.T. Job Truss Truss Type Qty Ply WRMSCMBL15X8 A08 HIP CAT 1 1 A0116790 Job Reference (optional) o Perce, 946, destgn@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Tue , ID:ld 0OXyyT61Bi TXoljwHHzefvK-PK7bstXovawDglolXEK! 23-3-2 1 7-5-10 11-1-10 16-0-12 20-11-10 2 -11 30-4-11 38-0-0 9-4- 1-4- 7-5-160 3-8-0 4-11-2 4.10-14 0-11- 0 7-1-9 7-7-5 1-4- 1-3-14 LUMt3tK- TOP CHORD 2x4 SP M 30 *Except* T3: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B2,B4: 2x4 SP No.3, B5: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W5,WT 2x4 SP No.2, W8: 2x4 SP M 30 OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-6 oc pudins. - BOT CHORD Rigid ceiling directly applied or 4-8-13 oc bracing. Except: 10-0-0 oc bracing: 16-18 WEBS 1 Row at midpt 5-14 2 Rows at 1/3 pts 6-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2 = 1491/0-7-10 (min.0-1-12) 9 = 1485/0-7-10 (min.0-1-11) Max Horz 2 = -142(LC 10) Max Uplift 2 = -346(LC 12) 9 = -349(LC 13) Max Grav 2 = 1491(LC 1) 9 = 1485(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2663/1593, 3-4=-2679/1686, 4-5=-2041/1359, 5-6=-1783/1297, 6-7=-3590/2236, 7-8=-3752/2106, 8-9=-4708/2721 BOT CHORD 2-19=-1233/2313, 4-16=-352/655, 28 10:13:35 2018 Page 1 5x10 5x8 II 6.00 12 - 3x411 Dead BOT CHORD 2-19=-1233/2313, 4-16=-352/655, LOAD CASE(S) 15-16=-1161/2362, 15-30=-734/1783, Standard 14-30=-734/1783, 7-12=-232/393, 11 - 1 2=-2324/4260, 9-11=-2320/4250 WEBS 3-19=-379/306, 16-19=-1168/2249, 4-15=-805/591, 5-15=-305/609, 6-14=-3713/1601, 8-12=-879/776, 8-11=0/281, 6-12=-2587/5316, 12-14=-1702/4204 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat.'11; Exp'B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing at joint(s) 9 considers.parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 346 lb uplift at joint 2 and 349 lb uplift at joint 9. 8) This truss is designed for a creep factor of 1.50, which is used to calculate, the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. I (Load DeB. = 114 in we:uel�PleesetksrsyHrrzritxtk'Ad IDOrflUSSB t,"i:[LEPj 61rE1ttittHSB(6re1tIQeS(USIDN1347]';:SCMLiisEriPlfM1'Pxc. ieifr desiptatarltss ni seMnatts atPbzL:ss'ksplereiy{R'4 ers tG drthurLtez!>u!,Pi relerext 4esiSemtcss. Od:ss Gt2sriiesMdtoBelDD,sd'p AGTt'tueexterPAs;sillee eseehrtte iDDlaktelii.Aserrns Desigt ftow(I.e, SgrIAtP hg.,0,'ns.9., yTD) urrmals.mrtm;e AteerrAxsiudeegeang asrnslellnisw1ea Pss'.e,Ms4dmss ftg:nd code TO all. miff Ft1. ite dn:ga astapitc�leelryurtitisrs, s.itAlmr Anthony � T. Tornbo IIl P.E. oese.M's hiesiray Will; Is lSl lesPN:ftilm At&On?r.tte O. SUwlZeh;d.1h rnlin Dull"%ithsAat APiel L!WlA: ssP ne l/[c�Sa�'rg[IlEsad GSL 1f[fr<te6 Aee ND e3I Iq DLIAe:tArAt ItB55.PdiQlR l�dd"cg sz'tgf,iutrllAilt l?d kt[xg SsnGkT R:P-JG?'iit 1} ' IEt rti.ftg8tr sre [reYesttt. AD raps s0ea',zMeIDD asl lSe u�nes®! f1Aa:s Ater Gllea r s iPl ead SPU nereld:ce9ta tm! J70s:. IPrl NYct,lens - 80083 P P reA SAery �`t;neaet',tril: PtAlsPxd.p re P Pca3aes raG�an AB:l:ese Derpx,l:es:lt::ge rat:ttrad rnsz6'amleaeas:aks: 4451 St. Lucie Blvd. pksAiu l�e:iipeGstm tgretdtPtt(t asificr ll'dlrrrtm lnAsed TAeinss Cestmfaj¢tts MDTkk rai!far Ceiign¢r,ml�:s S?s'?tt HgnarA®rbtil5y Allm7;$as4'e:tts eaas dAAe11a1rPI. Coptright02016A-IRadhosses-AnihonyLlamboIII, P.E.P.eprodunionohhisdorument,inanylorm,isprobibitedwitheutthe wtittenpetmissionfrom A-IRooilrusses-AnthonyLlombo111,P.E. Fort Pierce, FL 34946 Job Truss Truss Type Qty Ply A0116791 WRMSCM A09 Hip Structural Gable 1 1 IL15X8 Job Reference o tional A-1 K007 I russes, rorr, rferce, I-L svuvo, aeslgn;&..a IaL55.Uum rxu- o.G IU J may io 1," ID:Id_00XyyT61Bi_T: 1-0 6 9 11 7-10 14 0 12 20-11-10 23-11-0 ��_ R 411 4-1011-0 2-5-2 fi 10-14 2-11-10 6.00 12 5x6 = 5x10 MT20HSZ: 3x4 = 6 n 18 2018 MiTek Industries, Inc. Tue Aug 28 10:13:36 2018 Page 1 HHzefvK-tWhz4DYQgu24SuN E5yrhDYb4?DKiH5tDHOhaHMyjMbj 22 21--- —3x8 = �V 17 -- 15 13 3x6 — 4x4 = 2x4 11 18 16 14 1.5x4 46 i 1 3x6 = 3x6 = 5x6 = 23-11-4 j LOADING (p TCLL 2010 TCDL 710 BCLL 010 BCDL 1610 Ii f) ' SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017ITP12014 CSI. TC 0.64 BC 0.79 WB 0.40 Matrix-MSH DEFL. in (loc) I/deft Vert(LL) 0.13 13-28 >771 Vert(CT) -0.34 18-19 >808 Horz(CT) 0.01 15 n/a LUMBER -II TOP CHOR 2x4 SP No.2 BOT CHOR 2x4 SP No.2 *Except* WEBS B2,B5: 2x4 SP No.3 20-22=-596/1007, 3-20=-348/338, WEBS 2x4 SP No.3 5-19=-487/462, 7-19=-225/634, BRACING- 7-18=-984/583, 10-15=-392/336 TOP CHOR '! Structural w od sheathing directly applied or 4-6-6 oc NOTES- puriins. 1) Unbalanced roof live loads have been considered BOT CHORD for this design. Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) 4-1-0 oc bracing: 15-18 Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=13ft; WEBS Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) 1 Row at m4t 7-18 and C-C Exterior(2) zone; cantilever left and right MiTek reco��l1'��mends that Stabilizers and required cross braci{ig be installed during truss erection, in exposed.end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber accordant with Stabilizer Installation guide. DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water REACTION All bearings 14-11-10 except (jt=length) ponding. 2=0-7-10, 1E 0-3-8. 4) All plates are MT20 plates unless otherwise (lb) - Max H �Z indicated. 5) This truss has been designed for 10.0 bottom 2=-126( c; 10) a psf Max Upl`�t chord live load nonconcurrent with any other live 0 lb or less at joint(s) 16 All uplift�2247([_C loads. except 12), 15=-365(LC 9), 6) ' This truss has been designed for a live load of 13=-15QLC 13), 11=-148(LC 13) 20.Opsf on the bottom chord in all areas where a Max Gniv rectangle 3-6-0 tall by 2-0-0 wide will fit between the All reactions 250 lb or less at joint(s) bottom chord and any other members, with BCDL = 16 except 2=854(LC 23), 15=1662(LC 1), 10.Opsf. 13=345 LC 24), 11=330(LC 24), 7) Provide mechanical connection (by others) of truss 11=304 LC 1) to bearing plate capable of withstanding 100 lb uplift at joint(s) 16 except (jt=lb) 2=247, 15=365, 13=158, FORCES. (I) 11=148, 11=148. Max. Comp. %vlax. Ten. - All forces 250 (lb) or less except 8) This truss is designed for a creep factor of 1.50, when shown which is used to calculate the Vert(CT) deflection per TOP CHOR ANSI/TPI 1. The building designer shall verify that this 2-3=-1301/8 8, 3-4=-966/759, parameter fits with the intended use of this 4-5=-896177o, 5-6=-675/650, component. 6-7=-577/61 , 7-8=0/442, 8-9=0/509, 9-10=-7/403 11 BOT CHORD LOAD CASE(S) 2-22=-603/11'05, 5-20=-277/376, Standard 19-20=-326/802, 15-18=-1300/640, 8-18=421 /2 14 WEBS 20-22=-596/1007, 3-20=-348/338, Dead Load Defl. = 1 /16 in L/d PLATES GRIP 360 MT20 244/190 240 MT20HS 187/143 n/a Weight: 220 Ib FT = 10% l i✓r±0.'!2 •f;tfl3f nmssplr!fiife ne.S i regrTuns[srs:F'F1'} 5F6FUl InuS a fgn0117NS FGTT6N; r!)!FridrflpNF[g£�'F!IT}S'rA rfid!d?t!Sdpxrenus e!glHg tde4lrnif 7(3!s Grlgs Gmsllp{SOflf2lfit d6$t9(1.13Ab IP:.I..g{`r}fRR Skd gltNl9il.:Att!I inf±vj!k fi'!tE rant TCO, Nly `ry..irt±cneta tides de:I le esedlxrnelC;!e4s±did h lm: N..F sginulle.. Sgetiiry rag w)'ne sell u ulM eye;a!shap dais siog!t Trms kri.M.$eIto .1t, Wet 1111, Anthony T. Tombo 111, P.E. �ksdrwdnit inns ter ap W;;Bagis ±r:pas.`::!dlie Crxt!,6rOrtt±'t rvnsrtelegsel rr ".e 6r 3y 3e ;+�.hfieiw'sr, lks, Ig4de tg{alReiasl rilWug adt adirlL Te:>apiare! %e1;4Warirtlgs±eE•nt Twss,w±cupiailnp shigs,4!:e"Miars7kmeg dill le ne;tsyxesuil'sd 180083 ' t,s kilPug Mtiper m!{sefra]sr.,Ui cafes`e1 wIaWTCSWR.g+rCus Wyadt'.msdnetx!Eegtazistra SehL•'IvforamesgE:iAgai':stela.?fl WSUl as(Cerevn!!x gue!al gsigra.T%Igs!rnstie±e;psssil�Il:":et±all+U!s dye i�t;[Cauax(,rnts L"opfsgme agTnis 4lnelsdra,rel!ss P 4451 St. Lucie Blvd. cila.iu ddixlert Wal qed q. u �_ghV.Firs Im4d. AlIms Nip Fqw. Is437 nrWhgD'SiruxTms iydm rtgmeden, gtarrg, r_sglh!uel le±a!ar06dir Trrl. Fort Pierce, FL 34946 IUpright C 2016A-I Roof Trusse>-Anthony T.Twha ill. P.F. tepmdorrion of this dmument, in any farm, is pohibited Afoul the written pe±mission from Ad -fool busses- Anthony L Tomb ill, P.E. Job Truss Truss Type Qty Ply WRMSCMBL15X8 A10 Hip 1 1 A0116792 A-1 Roof Trusses. Fort Pie Job Reference o tional �-------- �• •.,ar t t� �tts. o ry , rvray ro zu la IVIf f etc inausmes, Inc. I ue Aug 28 10;13:36 2018 Page 1 ID:Id_0OXyyT61Bi_TXoljwHHzefvK-tWhz4DYQgu24SuNE5vrhDYb4tDJFHOBDHOhaHMviMh 5x6 = 3x4 = 4 S 5x6 = Load Defl. = 1/8 in 3x6 = 1.5x4 II 3x6 = 6x6 = 3x4 = 3x6 = 3x8 = 3x6 = 1 30— LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.32 12-14 >884 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.45 12-14 >616 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.70 Horz(CT) 0.02 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 196 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5A oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-12, 6-10 MiTek recommends that Stabilizers and required —] cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 777/0-7-10 (min. 0-1-8) 12 = 1828/0-7-10 (min. 0-2-3) 8 = 358/0-7-10 (min. 0-1-8) Max Horz 2 = -114(LC 10) Max Uplift 2 = -219(LC 12) 12 = -553(LC 9) 8 = -248(LC 8) Max Grav 2 = 807(LC 23) 12 = 1828(LC 1) 8 = 413(LC 24) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1 151/588, 3-4=-682/381, 4-5=-540/390, 5-6=-318/606, 6-7=-321 /762, 7-8=-313/516 BOT CHORD 2-15=-326/963, 14-15=-326/963, 13-14=-31 /276, 13-22=-31 /276, 22-23=-31 /276, 12-23=-31 /276, 11-12=-348/498, 11-24=-348/498, 24-25=-348/498, 10-25=-348/498, 8-10=-298/219 WEBS 3-14=-533/508, 5-14=-293/582, WEBS 3-14=-533/508, 5-14=-293/582, 5-12=-1109/793, 6-12=-823/911, 6-10=-1196/706,7-10=-373/512 NOTES- 1) Unbalanced roof live loads have been considered for this, design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2).zone; cantilever left and right . exposed ; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=219, 12=553, 8=248. 7) This truss is designed for a creep factor of.1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard . 4'e�aey•tle?ntlutrtHrrttitxik'41IDCE aESSeStiEtlErj 6t®Hk3fElt1$8(.Ny'ITIC6$(ISTDXS SIT[Iyl i:t!IGgL[DSIdEMi hf2 y!!�P.tiltpaeHtlf[fS'�I(MdIN?SieI113Tnt:DN.R4'JrtVlEf IrLSItPD/A116nyT. TNTSi uI.EIlIH2StS1•J,!FRItPi=t D1Itl; 4IE2!a1St Sltltl tElFITDD,atry NtTekounmtpxe:teal!�relfirttel)DlauteDL.4: a5nn De[igt frgcre{tt.$ atnr 6qu? .�?s•dutry7DDnpresens t[tmpfiae Afle prd?snncl erg'tt? rznspmill!npbrl4e etszmrd lhas eTnu 4rpine(tetle lDD az!p,ndtrTPN.ikt?s pl nssmptitd,6dEpmdnx[, stittll!1 Anthony. Tomb T . rd esedfl�slnss8•eap ti ltngislk respee.ililatdtae9 ?r, ar Owazisc"'sn[frnit!tielelltit¢Desi¢e;.c tamhrtdflvit:,5?,EietC Nt le[2Ei:Aiyn(E6p rPtl. �It lFffin!¢I I3t?DO All te!NlII eat F(Ni TnSe.9JtE e4Ecd14 pf, lAShllentl azd Wag 3WIU4 hsnsprViOf Y III., P.E. ZE l• Auta1P.iftDaztx?ns 4�:Aes[c§ESse.-WassDmgter,cresshspEs paterwifn;s,80083 a gau .�usneonietad ta11114451 St LIJCIB 81Yd. Fort Pterce, FL 34946 Copyrigh10EQ2016A-IRoafhossas-AnthanyT.TomboIII, P.E. Repradutlionoffhisdonament,inany form, isprohi6Bedwiiheutthe written permission horn A4RadTimes -AnthonyLIamb 111,P.L Job Truss Truss Type Qty Ply A0116793 WRMSCMBL I5X8 A11SGE Hip Structural Gable 1 1 Job Reference o tional A- I KOOT I ses, rorf rlerce, rL .wtaw0, eeslgn%_Va luuss.w,s, 4- 5-9-10 11-0-12 4- 5-9-10 5-3-2 5x10 4 6.00 12 3x4 3 ]'1 ��. 3 ST5 t Y 72� .ST4 ` Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Tue Aug 28 10:13:38 2018 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-gvpkUvZgCVJohCWcCMt9JzgLXl1elvsWkiAhMFyjMbh 19-0-0 26-11-4 32-2 6 38-0-0 39-4-p 7-11 4 7-11-4 5-3-2 5 9-10 1-4-0 0 8 5x10 = 6057 7m 5 59 8 9 S 0 8 3x4 = 6x8 = 62 13 12 63 64 65 11 66 27 26 25 24 23 22 21 61 20 19 18 17 16 1514 3x4 - 3x6-= 3x6-= 3x6 = 11-0-12 19-0-0 23-8-0 , 26-11-4 , 32-2-6 3x6 = LOADING (pf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 2Q10 Plate Grip DOL 1.25 TIC 0.96 Vert(LL) 0.22 11-12 >796 360 MT20 244/190 TCDL 710 Lumber DOL 1.25 BC 0.76 Vert(CT) 0.16 11-12 >999 240 BCLL 0 * Rep Stress Incr NO WB 0.82 Horz(CT) -0.03 9 n/a n/a BCDL 1 q. 0 Code FBC2017/TPI2014 Matrix-MSH Weight: 272 lb FT = 10% LUMBER - TOP CH OR , 2x4 SP No.2 BOT CHORI 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHOR Structural w od sheathing directly applied or 4-2-0 oc puriins. BOT CHOR II Rigid ceiling '. irectly applied or 5-0-5 oc bracing. WEBS 1 Row at mi I�): t 4-17, 6-17 JOINTS 1 Brace at Jt 7 MiTek reco mends that Stabilizers and required cross braci q be installed during truss erection, in REACTIONS All bearings 23-8-0 except (jt=length) 9=0-7-10, 14 0-3-8. (lb) - Max H(j z 2= 102(L 7) Max Upl`P All uplift 100 lb or less atjoint(s) 2, 25, 26, 7, 14 except 22=-107(LC 5), 17=-112;?(LC 4), 15=-128(LC 22), 9=-734( C 4) Max Gra All reactlbns 250 lb or less at joint(s) 2, 15, 16, 18, 20, 21, 23, 24, 26, 27, 14, 2 ex',ept 25=309(LC 15), 22=310(LC 19), 17= 614(LC 1), 9=1053(LC 20) FORCES. (1 ) Max. Comp.tMax. Ten. - All forces 250 (lb) or less except when shown i TOP CHOR 3-4=-207/30 ,4-5=-393/572, 5-6=-393/57,,6-57=-574/502, 57-58=-644/ 24, 58-59=-682/557, 8 59=-766/5 �4, 8-60-1654/1337, 9 60=-1834/ 04 BOT CHORIF 21-61=-219/297, 19-20=-219/297, BOT CHORD 21-22=-219/297, 21-61=-219/297, 20-61=-219/297, 19-20=-219/297, 18-19=-219/297, 17-18=-219/297, 16-17=-408/618, 15-16=-408/618, 14-15=-408/618, 14-62=-408/618, 13-62=-408/618, 12-13=-408/618, 12-63=-1173/1560, 63-64=-1173/1560, 64-65=-1173/1560,11-65=-1173/1560, 11-66=-120211592,9-66=-1202/1592' WEBS 3-25=-277/87, 4-17=-433/342, 5-17=-496/295, 6-17=-1451/1134, 7-12=-627/709, 6-7=-635/717, 8-12=-1049/888, 8-11=-369/524 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch right exposed; 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 ANSIITPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0tall by 2.0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Provide. mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb, uplift at joint(s).2, 25, 26, 27, 1.4, 2 except at --lb). 22=107, 17=1123, 15=128, 9=734. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 188 lb down and 239 lb up at 32-11-4, 107 lb down and 125 lb up at 28-1-14, and 107 lb down and 125 lb up at 30-1-14, and 107 lb down and 125 lb up at 30-10-8 on top chord, and 138 lb down and 191 lb up at 28-1-2, 51 lb down and 83 lb up at 30-1-14, and 51 lb down and 83 lb up at 30-10-8, and 180 lb down and 275 lb up at 32-10-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 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) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-6=-54, 6-8=-54, 8-10=-54, 51-54=-20 Concentrated Loads (lb) Vert: 11=-42(B) 57=-67(B) 58=-67(B) 59=-67(B) 60=-158(B) 63=-138(B)64=42(B) 65=42(B) 66=-138(B) �esx>)•F,p,t eaaTi+'±h34ti he B,rn TID',slsis£fffi';, tiaFilt 7fWS t?DaQTSMS;DSiDY "W!EB"1,fKhDYtEDaY.eRl' a•n._ikrfiGs pra�da: sd retd vehs tx ttu toss Grlge be ig OfQcdSe se!lniT.teaat ID.td.ti`.denr.$reef bier ase. ::de,cttsrist aRk6easbt 1CA ealr ,letsas of tllehs sb:tkR;elta&1D.hke±dii. Asaitt,s Ceicitap"a±erlix.ireriri7€aimsxrf he sev?erecpr3r.yeses?t as ratpm±a?eF,tp'destrtaa;ea7:xertarzs i»:�rlerd+Gtyad!x i3yh iswsi±BrkBq'me7:Deeir, e2Aa IP4L Ix±l±sign es y:kas. znfis3;aM. ns;±e:h};uh Anthony T. Tombo 11'1 P.E. dwil his Tsass im aapBti:iagiswere qmi i.!ixdlse Cw1h, dean.1h,ldeged a fi'sdse e: C! rfL 6t Uae-0tae Ilmldy uktaaf RFi. Tf:ejireml OVA ati cr Wits, 0 at Tms, W4.9 wilki,sla•eicia;a't ate �d bs:; thil h a± as"Ailn d 480083 i ' erelGe;Gesyaa�i'o-aha;ses. Alladnieiteta'aaR-esBYtparesetdp:.t xa atHB�rsE�eg?a>•pnmsahtgldstxs^avdTS9i t-st:dM %aid slfAstttdeuse!'t gtetsdgdtavxt i%-hid'rs5esxrtanl,isnswBdastsal7±tsssfat�ctw,tr�ssDtvge5p. IT-IW'ft[*et,xdtss 4451 St. LUde Blvd. istr.stddatBB,ete1,tdap±dgt5t. uagpa;Wi,sh!drt! the ims Wits fencer. is IN Is, Bn'Idhy DesigtatT.91iS sleofgin:alae klAg..Lttpatteds.>aset is Otte it 741, Fort Pierce, Ft 34946 i opgtigbl V 2016 A -I Aanl.Ttasses -Anlhony i. Tombe III, P.t. Asp,cdatlion of ibis duument; in any form, is praA,Eited wtldaul ffie+rsinen ptsmissioe from Al fool bosses --AalSony i, Tansba 111, P.E. Job Truss Truss Type Qty Ply WRMSCMBL15X8 B03 Common 2 1 A0116794 Job Reference (optional) ` A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.corri Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Tue Aug 28 10:13:38 2018 Page 1 ID:Id_0OXyyT61Bi_TXoljwHHzefvK-gvpkUvZgCVJohCWcCMt9JzgUi 1?Kl2N WkiAhMFyjMbh -1-4-0 , 5-2-9 9-8-0 14-1-7 19-3-4 1-4 0 5-2-9 4-5-7 4 5-7 5-1-13 4x4 = Dead Load Defl. = 1/16 in 4 I.— vu ln, t /— I..-— {r.u--r—u,uv—ul LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1:25 TC 0.44 Vert(LL) -0.14 7-13 >999 360 TCDL 7.0 Lumber DOL 1.25 BC � 0.85 Vert(CT) -0.22 7-13 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.21 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-4 oc puriins. BOT CHORD Rigid_ ceiling directly applied or 74-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 710/0-6-14 (min. 0-1-8) 2 = 791/0-7-10 (min. 0-1-8) Max Horz 2 = 96(LC 12) Max Uplift 6 = -169(LC 13) 2 = -205(LC 12) Max Grav 6 = 71 O(LC 1) 2 = 791(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1183/793, 3-4=-898/595, 4-5=-898/595, 5-6=-1184/797 BOT CHORD 2-7=-617/1036, 6-7=-623/1037 WEBS 4-7=-289/554, 5-7=-346/390, 3-7=-342/383 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf.bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live.load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding.100 lb uplift at joint(s) except (jt=lb) 6=169, 2=205. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI'1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard PLATES GRIP MT20 - 244/190 Weight: 85 lb FT = 10% Y+wtiel�rf:eseNuttgHrr.!itet rx'dI IDOr Oi'iS8{'3rtlE1'16Er':IltIf161S8COM,1r16tiSfDSiON{3tT]';1CCYC&�gMiX�lxm. iciM dtdp raeadsn ml,eei e9zs at lsisT!tss Dn�9raviag(Tf9;tr41t2 dttiurT.Tox!>c,T.Llderzae 4isl't<.S!a trc fld:ss dhrrise skid tetleTDD,cs'p YllTeeuteemryfes0,A11t endhrtte UDla InHid. k0mr DHII,ItVw(l.s.Spn:itnr taut„ts utlt, uyTOD reyreseaste onk"a a it, ird:mudeea stnts respOilaffmIkderpel th sq-Dress kpind Wile TDD Hit. H ialM.INt.'tirmooftilm lKdn1<Hdnns, Hatllley Anthony T. Tomb III, P.E. pdtitaliif THSSTt!tB7ldlliti lS lO<rt3yH!21layai`2 Dtittr.IktOwetf Ea%se¢d Fatrlse{alditr Dniyre!,aNa nthaata lK,tte i:: tedtlt lets{aag rdE ttdtrFl.t{t[ff!tteldlat TDD I1/terrjtldlSttll7tTHSL Wdterej{w'dr#.�,mitrE, IBfilatilB ted ke,iDsldjn: Wa!t!f!ati1:`:fia ai,80083 INh,^'.gDesiert!tdCsaF.em•.All uxs Him! inaerllD nd to yorirts©f pidstbstdth tedUq(Htrwo saof 1,:..r 4451 St. Lucie Blvd. fktMuldiullJetta;ea tgtd t,Htttvmiel {ydl rents irsc?rei ThTress C+se�Ea3 turisiCT 6a a}Dn:gaer, trTnss Sps`ta %tdnterdm7 MCSxt. Al lq>u'itd'eas trtas detmdbtt(I. fort Pierce, FL 34946 A(opyright02016A-1Roof Tmssts-Anthony LTomhoIII, P.E. Repmduaionofthisdommen6inanyform,isprobihBedwithoutthewditenpetmissionhamA-I Roof Trusses -Anthony'LTomb 111,U 1 Job Truss Truss Type Qty Ply A0116795 WRMSCM L15X8 B04GE Common Supported Gable 1 1 li Job Reference (optional) - ^^ A-1 Root I ru�eS, port Fierce, M j4U413, aesignrganruss.com 1 -1-4-0 1 KUrI[8.LIU5 lVtay IO4U101-t It1H.O.4Iu5lvidy 10 cV 10 Ivtu cn awuau lca, urt.. luau— 1—,.,,.,c, ID:ld_OOXyyT61 Bi_TXo 1jwHHzefvK-15N6iFalzpRfJM5om4OOrADjZQX9UYCfzMvE 19-4-0 .20-8-0, 4x4 = 7 22 21 20 19 18 17 16 15 14 --' 5x6 = 1 19-4-0 1 1-4-0 19-4-0 1-4-0 ' Plate Offset X,Y -- 18:0-3-0,0-3-0 LOADING(p If) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 2C 0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.01 13 n/r 90 MT20 244/190 TCDL 0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.01 13 n/r 80 BCLL q', 0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 12 n/a n/a BCDL 11 0 Code FBC2017ITP12014 Matrix-SH Weight: 98 lb FT = 10% LUMBER - TOP CHOR 2x4 SP No.2 BOT CHOR 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHOR Structural wc d sheathing directly applied or 6-0-0 oc purlins. BOT CHOR Rigid ceiling irectly applied or 10-0-0 oc bracing. MiTek rec*{Pmends that Stabilizers and required cross braci�IIi',99 be installed during truss erection, in accordancdllwith Stabilizer Installation ouide. REACTION} All bearings 19-4-0. (lb) - Max He 2= 90(L 11) Max Up[ All uplift 100 lb or less at joint(s) 2, 19, 20, 1, 22, 17, 16, 15, 14, 12 Max Gr. uy All react bns 250 lb or less at joint(s) 2, 18, 1 , 20, 21, 22, 17, 16, 15, 14, 12 FORCES. (I ) Max. Comp. Aax. Ten. - All forces 250 (lb) or less except when shownl'I NOTES- 1) Unbalanc d roof live loads have been considered for this design. i 2) Wind: AS I E 7-10; Vult=160mph (3-second gust) Vasd=124m TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. Il; Exp Encl., GCpi=0.18; MWFRS (envelope) and C-C Ext 'dor(2) zone; cantilever left and right exposed; en i vertical left exposed;C-C for members and forces & WFRS for reactions shown; Lumber DOL=1.60 pl to grip DOL=1.60 3) Truss de gned for wind loads in the plane of the truss only. rstuds exposed to wind (normal to the face), see St ndard Industry Gable End Details.as applicable, o 4 consult qualified building designer as per ANSI/TPI 1. 1 4) All plates ,'re 1.5x4 MT20 unless otherwise indicated_. 5) Gable req ires continuous. bottom chord bearing. 6) Gable stuns spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 19, 20, 21, 22, 17, 16, 15, 14, 12. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 11) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard 1 I'"-4'."aS5m ornoo A, IngtltgSSES{'Sg lr(, Owl I'M U011h7;.�XS:4itCHrtUtU"S(rliry8lE0?Y.i[r;ea irldyNilapIXaxttas tb�ffH1H81lf kikiftSPtil getlp l[Fwiej�p(C)d114t E6'AJitt HAltOi,P.E.IaNtM?S1tt1 EtIHt45'..i�.`2;S$:d!wiH S'.L'.tEt9�'{T�O, ith ltt (lHXf !rlelel5GPA 6F Fiftl fLi?,H tnv h}[iCll i3 atnsf E �� 4Hf([ >rtf .YrFti1ENl:.le3lNitF6tt.n itTti�'.i eJ Ml4r1DG'H1 MS r'Hitli tOj'3PG t[SFHBY fh}L?IM etiil[0E'±E SISt�itR3i Ettl^t9 t0'E±ti}Hdt, t4({t trE�, r9±Et11gH KRSfkFS,:FSiR;3C: -.tFS. P ."At Anthony T. Tombo 111, P.E. t1l fEl:l; lryii ttl lSri>:r:33 i30411it4H'P.'Kil(t�'%bt+.rht OFH{i StPl6aaItl HrtH!!(}P!8#:. 1.,.LWlit tCW'ECf°II#IIC@t11rF� EiIXet DPliriigitd?e±Itri t, i43 typnal s!�?.PBea'RilietdusEt lit tryst;ut`off.:agS>1d6Pr,sbgf.xs?«[�ite¢l ImN Sian n put!)P5,tit7 0.98Q083 Hrt$Htr:SiltEt HP: iHPiY.iHi. I�I�k15ll tt1 tl'}±ti ['��wEr a4".tt1 CGl S#GS}i 6E Srd �f tt E@DfSt[31 Stf2if �6{tlR4:FH1i.Sgw>ii13kE Fi%i tRE SIiE IXlt.Yt@S4E�Y$FFF.F:rPi{ffi2f.PitN'lVE 4w, Ttoll Etvp THEfm H9flms 11RH8(HC'm"tti3Sf 4451 St. Lucie Blvd. iDtfE'St Ef?Btt SF1IH�IP:IHPtt{tfP6F P.i::Srty Fl rRhtf EHrFhtE. ilt i1t15 Pt31§e EHffitf.:li SS:IEt 1Filllsy ntiiSett,9?tIF1I StifLS lwFteef aEt 4eICP}.k ttpdSli.N It?al at es lthete Ettiit. Fort Pierce, FL 34946 apytight s, 2016 A-i Raotitasses Anthonyi. Tomha III, P.E, Nepieduoion of this domweat. in any total, is Prohibited Without the w6gen peimissiae from A-1 Ranl Musses- Anthony L Tan:ho III, P.E. Job Truss Truss Type Qty Ply WRMSCMBL15X8 C01SGE Common Structural Gable 1 1 A0116796 Job Reference (optional) i russes, rust nevice, rL rtawo, aestgnIc LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 1-4-0 except Ot=length) 8=0-3-8, 6=0-3-8. (lb) - Max Horz 2= -44(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 4,8,6 Max Grav All reactions 250 lb or less at joint(s) 2, 4, 8, 6 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.. 4) Gable studs spaced at 2-0-0 oc. 5) This truss ha&been designed for a, 10.0 psf bottom chord live load nonconcurrenfwith,any other live loads. Run: 8.210 s May 18 2018 Print: 8.210 s ID:Id 00XvvT61Bi T: 4x4 = 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4, 8, 6. 8) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard I8 2uT8 Mu eK Inoustnes, Inc. Tue Aug 28 10:;13:40 2018 Pagel Y[!n�§•F:rostf"!xsep�[cfleyht•A; ecgTnu�sis�se(r;,::aTutTsuu(ewmn3atteiTct(;^ur§r��aron§gsu:trtt;a. Tt>a.�(1!§�:,t(�5a§ttts!tlt:tt,�:rr:,rot:l�mr�� uelw5!r:+tT.T?sttui,r.cr�trtHeutn§:ftrteY. ��,ro.�.isa s(>=ae��tTru,t?Ir Ndettaatr§e;l!tts dcl k. udhr?a; (T1J hle:fa^ii,..rs tL•tss lrsxart§raer(is,Sles=s:7Ta7:maf lie sedte ay 6A htseas w rse;tefed h: p[etnsiaaeya?xxjrnsiS`8yM df A!sipd5 firyly Trcud�M^elwleT"9 rtl; telx TM1t, Tit ksi§t nsasy¢s,'wfiv§ sa.K tiwr: s5h rant 0 Ws Trtis lt( r`4 i+. re m5.fi d At Crtn, rtt U,.tte's mtofrter ,.I trtewh Ne: Itrtt!x'frl 6 df lK, Itf 1K attFtWI$lith ends 44 TTbT. I'm trrr4rfloff i10 utttf fidr nt d df Tsas; nniq u!ZY shi f, ksekta adbv . shdl h on au§saQ:. o, Anthony T. To tit, P.E. my z§.. , w 3 §', § �r- 3 ' 80083 hvt:lfs; Huger ml Tsmahr Allx!ts settArt T>a alhv�acus ntl gxif x:so'frtta:Cvg(ar§aasNSdtt,=Irtferasaa(L31!p s5?!1*;fltelQtS trt fcernai.'a:;Eaxd§tilcxie. L'419vYres>ae!x;§ !�lII':t!WZ SYI#3 a( TEiS.E;9A5;ifX!L4S!§][d;iktft At T11S5 N4CI6("Rtta?�ItS! 4451 St. Lucie Blvd. Zt . e0t[ urtTtxliTt[wLxlty!tis it r:r,§kyzr.reins(wvlftt. iseTuah!si§aEe tatriss5s.httsiltit§Qisi§ptf,Y. l§sSSrdt4tRyiHCd?tySil�it§.riia§IIJIGNI?i0!PSisEtflvRt�klrFl. Fort Pierce, FL 34946 Copyright V20HA-1Rouffresses- Anthony 1.lembaIII, P.E. Repsodartinnuithis dcmmenUiany farm, ispiahibittdwithunhewrttenpesmissionfrom AIRoof Trusses -AnThonytTomboIII, P.L. Job Truss Truss Type Qty PIY WRMSCMBL15X8 CA Comer Jack 6 1 A0116797 Job Reference o tional A-1 KooT I cusses, FOrt vierce, rL b4L4o, oe51gn(QIalIN55.ccn P n Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Tue Aug 28 10:13:40 2018 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-mHxUvabwk7ZWxWg?KnvdOOluEquWD?ApBOfnQ7yjMbf -14-0 0-11-11 11l 0 0-11-11 0-11-1 n_1 1_1 0 0 0 rn 0 Plate Offset X Y — 2:0-4-4 0-0-4 LOADING (p;f) SPACING- 2-M CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 2(!0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.00 7 >999 360 MT20 244/190 TCDL 710 Lumber DOL 1.25 BC 0.03 Vert(CT) 0.00 7 >999 240 BCLL 010 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10j0 Code FBC2017rrP12014 Matrix -MP Weight: 6 lb FT = 10% LUMBER - 12x4 TOP CHOR SP No.2 4) Refer to girder(s) for truss to truss connections. BOT CHOR 2x4 SP No'2 5) Provide mechanical connection (by others) of truss BRACING- to bearing plate capable of withstanding 100 lb uplift at TOP CHOR 'i�d joint(s) 3, 2, 4. Structural w sheathing direct) applied or 0-11-11 oc y FP purlins. BOT CHOR Rigid ceiling Erectly applied or 10-0-0 oc bracing. LOAD CASE(S) Standard MiTek recc mends that Stabilizers and required cross bracing be installed during truss erection, in accordancelwith Stabilizer Installation quide. REACTIONS (lb/size) 3 -3/Mechanical 2 166/0-7-10 (min. 0-1-8) 4 -16/Mechanical Max Horz 2 = 42(LC 12) Max Uplift 3 = -3(LC 1) 2 = -70(LC 12) 4 = -16(LC 1) Max Grav 3 = 12(LC 8) 2 = 166(LC 1) 4 = 20(LC 8) FORCES. (1 ) Max. Comp. ax. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: AS 1E 7-10; Vult=160mph (3-second gust) Vasd=124m h; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. II; Ex p ' Encl., GCpi=0.18; MWFRS (envelope) and C-C Ext Irior(2) zone; cantilever left and right exposed; e d vertical left exposed; porch left exposed;C- for members and forces & MWFRS for reactions sh wn; 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 tlj,- bottom chord in all areas where a rectangle 3- -0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ilkedg rleese 6arrgHr reriswik'd l rUCi filSirS(iEtlfl F b'fiEltITEINS 6 EOk:1710tiS fUSiOMt nna'; z(rreTr�"vuNEU' Ixc Teal hop renders ed red Oros ids Uess ges c� UraviyfRi; rd Ike AAuri.TexkaU4 It rddeme Sled tote ne. Udess at mi skid a IVDE,.a 'Jliekouem!r:Cesskili!eesedbrlGl)Dlakenlil.AseLassgesya6yee¢fi.e.Speully6prt!;M!vdnoTlDO¢przsedsu¢¢�',�:eAlGpaiaslseder.)'eeerUg¢ya9fllnt'a;lleingtcithesaTieTnseeri1drn8elINladr,ealulr^Fl.ltx@s:ganrmttiem.hrl:e7¢e8nva�,snsNrry Anthony T.TomboIII, P.E. rd esedlkb iwssra!ag lwleiro it lke resrx<ikiN.d"sOnn,NeO;neiseA!eisd epil e�ltre tdliisg Uesitcer,w NenehA0 ulIT lSr {a�slwe 6sd ka:dasde of Rol. De gTmddlkefUU ad ea. Ueli ued6e inns. iadafig R�3:^g.cs!q[,h!¢ildiu uldrts3 skill Ss he rzsrrm i:!:hd :80083 ' r'1:e81geS'g!iRa1 ccl, ae!. i'W S41C91wIL.1 Mr. r!iI s.tgdldll:sdw!r.lIftlrLR" Sddr lraroson;KSt pdJ!sls!-1 In Slrilw¢1N!T.d'¢rteae'Ti'AA[e Trtt et @ikelnpes:4,".ales aaednesd3elnss Pedp!LI!eis UnpFaynsernae iRaS Yiadrro¢!,rtsss 4451 St. Lucie Blvd. IleteHu lafiadlpoGxTa o de>,erzxrNgkTdirut:n@,e!1ReTnss CrslxEgmrislCi,":x 10n,erper,rtims5rs�aEa4warrmr bul8aa. ut ry�tiladwras a¢mdePadfaRft. Fort Pierce, FL 34946 'iEopfTigMo2016A-IioofTsasseS-AnthonyT.Tomboll1,1`1 PeproduiiionofIbisdomment,inany fum,isprohibitedwithcoteWinn permissionfromA-IRoatTeusses-AafhonyT.Tomho111,P.E. I: Job Truss Truss Type Qty Ply WRMSCMBL15X8 CA Comer Jack 6 1 A0116798 Job Reference o tional A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 METek Industries, Inc. Tue Aug 28 10:13:40 2018 Page 1 ID:Id OOXyyT61Bi TXoljwHHzefvK-mHxUvabwk7zWxWg?KnvdOOluEgtDD?ApB0fnQ7yjMbf -1-4-0 2-11-11 1-4-0 2-11-11 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 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. REACTIONS. (lb/size) 3 = 60/Mechanical 2 = 201/0-7-10 (min. 0-1-8) 4 = 30/Mechanical Max Horz 2 = 82(LC 12) Max Uplift 3 = -43(LC 12) 2 = -72(LC 8) 4 = -27(LC 9) Max Grav 3 = 60(LC 1) 2 = 201(LC 1) 4 = 49(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2, 4. LOAD CASE(S) Standard Gedg-eletut.,q)AY sttiewsk'Ad rOCrTIDSSISCoal HALM IE1NSd OWN Uslold'Mr)XMICi.Erer.In2. TerAr 4adpiomdtn eal setdedesulfisl,ns On!gn Orevig{r[ tr!IM AtDu17.iult Gi,LF, Iduexe Slrin!en ne. Delessdetrrise ddNntleIDP,ra'p NJitk<tnMrtpide5s5dIH. nNtat tEetgDla St nlil. AseLns Desire 6prsesjLe.Spemtlpbprr.rtlt snh{egTDO Rpestilt er.ttupa;edslepd?tshed egiRdee mpnslltlnrb:pldn!padtee ssyeTnss kp!dthtnelDD odp, utferTr'Fl. Ttad?dpammpNn. hrl:epotAnxs,smxnry Anthony T. Tornbo Ill, P.E. emned6is Imsslwnp{GIej IS?kR?{N?ietGhdne OvlR.tMOrnfS[.!L'IrFe 6jCtl lrrll lnlllel Otsl{[{',atknlhdd(n K'i?W Wteeh,d{ gaft.IKI. le gpma tl l9e 1OO sail nrfie8 nedlae inns. udttig kw Iw}mR{e, imhlldinnwul s5ali4e lE?respauhChd -80083 ' rox C,aL:eg Oti!5aeri fM•eRa:. A:a!esstiowm$.eTCDiAlStpWms.1p,ednesdns GAe,,I(tapem Sdghimmn{GS¢pm,st;$,TNWSrgeR,d!, eWt p 14451 St.. Lucie Blvd, t@,?rise lsrusllyaGV•tG tpeHoNeierrifig lr ill penslmdRi 11t%ss Cts1p[3Iter lsrClke{a'larCe; rser,enmsSpftn Ear Rerdmrbdlfig, ultgi;daerh;as ntnedne11a1PiL Fort Pierce, FL 34946 (opjright02D16A-IRoolTmsses-AmbonyLTomboIII, P.E. Reproducionofthisdorument,inonyhrm,isprohibited without the written permission homA-1Roo(Trusses-Anthony1. Tomb 111,1`1 Job Truss Truss Type Qty Ply it AMSCMBL15X8 CJ5 Corner Jack 1 1 A0116799 11 Job Reference (optional) A-1 KOOT I Fort Pierce, FL 34946, design@a1truss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Tue Aug 28 10:13:41 2018 Page 1 ID:Id_0OXyyT61Bi TXoljwHHzefvK-EUUs7wcZVQhNYgFBuVRswb107EAiySQyQgOLzayjMbe -1-4-0 4-11-11 1-4-0 4-11-11 9 L9 N 2x4 = 4-11-11 1-4-0 4-11-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20�0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.04 4-7 >999 360 MT20 244/190 TCDL 70 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.05 4-7 >999 240 BCLL 0 0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10�0 Code FBC2017rrPI2014 Matrix -MP Weight: 18 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 5) Provide mechanical connection (by others) of truss BOT CHORE. 2x4 SP No.2 to bearing plate capable of withstanding 100 lb uplift at BRACING- I joint(s) 3, 2. TOP CHORD', Structural wog d sheathing directly applied or 4-11-11 oc This truss is designed fora creep factor of puriins. which is used to calculate the Vert(CT) deflectiontion w per BOT CHORD ANSI/TPI 1. The building designer shall verify that this Rigid ceiling directly applied or 10-0-0 oc bracing. parameter fits with the intended use of this "mends that Stabilizers and required component. MiTek reco cross bracirl'g be installed during truss erection, in 3 = 2 = 4 = Max Horz 2 = Max Uplift 3 = 2 = Max Grav 3 = 2 = 4 = FORCES. (It Max. Comp./I when shown. NOTES- 1) Wind: ASC Vasd=124mp Cat. II; Exp B and C-C ExtE exposed; ern and forces & DOL=1.60 ph 2) This truss chord live loa 3) " This truss 20.Opsf on th rectangle 3-6 bottom chord 4) Refer to gi (lb/size) 112/Mechanical 268/0-7-10 (min.0-1-8) 59/Mechanical 123(LC 12) -80(LC 12) -69(LC 12) 112(LC 1) 268(LC 1) 88(LC 3) Ten. - All forces 250 (lb) or less except 7-10; Vult=160mph (3-second gust) TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Encl., GCpi=0.18; MWFRS (envelope) or(2) zone; cantilever left and right vertical left exposed;C-C for members IWFRS for reactions shown; Lumber e grip DOL=1.60 is been designed for a 10.0 psf bottom nonconcurrent with any other live loads. 1as been designed for a live load of bottom chord in all areas where a I tall by 2-0-0 wide will fit between the nd any other members. er(s) for truss to truss connections. LOAD CASE(S) Standard ' d�I�uq�fleaseMaragHrnitrr aSe'6�1 iDC; nO5S3rAu(r�6E®(t!(fGgSB(F;q➢GYS (JS10Nj B179'j d(rYE&iiiwifg'Ina-. fuifl design Pnavdns e>D!e:Jo:>nnlatiius gngn lrniy{Rk",;au l�k Aatluri.lsxla0i,li.lda�ne tl�irrress. Odessutiv+isa sltlel aepeTgP,caj WeltaasMn glees slNi:�aud6rttz lgDlalt atld.lsaL+ss Deai,a hyiasr.{i:.SPeGdig 6tluv;,3: ualuui ND±grzaaMu[tur,a:edlleP!aLulnd!rssa:tia[uqusllllAyit lM las:c!<flleI IeTn:sty:lalutle lPD atlt,aUu i?N.Rxi:s:7a sunpurs. brfaym6nx;, u��AliCt Anthony T. Tombo III, P.E. naddisL as5!uJ leilliaa is aie resgusililmdtk?nn, th Osa:isa3>9ri±alaPat es ile lniliag gesigwr,at4 cuhn ataa l((,tla iY uitle b!diaYnla uilPFl. liegF!aaaidlta lgD aad n. heli ue afheTmt. iairfiglal�g,a!rq:, iafig6iu ut kng s5ili!e Ha re!Puc!!:h at :. 80083 ' Ril+J gas;u rtl uaYaab�.L:u!es sRlana ReTgDMIh P!oLm®9pi9a:s altl: Gdtig(e¢gaan Salapfairu:nn;tCf, gaNsWbi Ill aN SlU m:ehrm!!n gneres Bdrn TP�I p5uafe ciruSdTtesnib.i:sa'3eluss Paaipa,Lassln:ya uprnpi (nss Msaala:a:ar, u'eit 4451 St. Lucie Blvd. aYa.Mulagadlpo6al•Na�e±ga»auxrifip li dl iar,:as lnal!ei lY!Tnr, (estae Fs3 aurlslCl iaiYag gu:gan,nT:a!s Syz:a Eag rndur 9N5�. F.IIq Iv ral'e•as nets OdaelhlPl 1. Fort Pierce, FL 34946 � � 1°I Jlight02016Adfoaffmsses-Anl6onyT.Tomho116P.E. P.epandutliono(IAisinmmern,inaaylmm,isp[ohihAedwithoNlhearrineuptrmissianhonA-IRooiimues-Anihnnyi.Tom6oIII,P.E. Job Truss Truss Type Qty Ply WRMSCMBL15X8 CJ5A Corner Jack 1 1 A0116800 Job Reference (optional) 1P A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Tue Aug 28 10:13:41 2018 Page 1 ID:ld_OOXyyT61Bi_TXo ljwHHzefvK-EU Us7wcZVQhNYgFBuVRswbl?cE9TySQyQgOLzayjMbe 4-11-11 , 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 TCDL 7.0 Lumber DOL 1.25 BC 0.37 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-11 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. REACTIONS. (lb/size) 1 = 182/0-7-10 (min. 0-1-8) 2 = 117/Mechanical 3 = 64/Mechanical Max Horz 1 = 100(LC 12) Max Uplift 1 = -29(LC 12) 2 = -83(LC 12) Max Grav 1 = 182(LC 1) 2 = 117(LC 1) 3 = 89(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8t MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. DEFL, in (loc) I/deft Ud PLATES GRIP Vert(LL) 0.06 3-6 >999 360 MT20 244/190 Vert(CT) -0.05 3-6 >999 240 Horz(CT) -0.00 2 n/a n/a 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/fPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard Weight: 16 lb FT = 10% iFedy•IleesedusyFlr rniswtfe'Ad 100f I16SrS'SFi AJ 91(Il(TedS8[OFM00A5('1S10kj Ilfel'}i(r!ILfAE00d(Mi [at, iesA7ltsip rutnelns W.Aoehsof§stress0es ps 0rs.inr irfs?rrd lfe Asrinj mbIll,t.f.Misstt2.ise dad it itT00,uy M1Teionnirl'"ss9dihDied tit dii00iit Mil.As, Lns Deslp6ylrxa((!,Sprldt(F@eter;.tis sed sooty iDOryrmMssormproh rdfwpdnsmdeu!semg oyuatlinr b: he WpDIfts4tNssi#adeelt too ee4,rdul?N. ile desipa osftaphes, hri:gMatdn»s,smdiiry Anthony T'. Tombo III, P.E. eliatdtiislressfer tit lHhiy istkeespovNiry ON O,m, hs 0Mrseere0rirdep9e lit ldllisp Oailrt:,ahznata d fie lt(,4e11,Wth hrd l4ai re4l. Tlerrrs I it lit 100 ulor Aelioeftm Trim iodsFiqlaliiy.sw!yt. ioshi(dioe wllmisf Mitts thempubcif if ,1. 80083 IlaM:eapOes�^a:sdQ4rece.if:nTsDOWD;dpvains®lpiidhesd 1111,rlirlitGdGy(t¢poMMir N%arnw;If:fplllsfedirInrdSKAwomsaAMlnm!PA.LTKI f6slmsfMidies.16.1ndiel�rsshilper,l:esshsrbprawar!t!sYaAoa!a;xx!s 4451St. ';LueieBlvd. s9r^ass ldirdlro(od•M spedepoh Mael lTdlrsa�a ladtts. lleTnss trap Fyuwris ACi e'.eta.da7fxyser,aT:t!s5(c!mEalh:ur: my atdsy. ulrq�a!lh:ai arcs leradhm�l. Fort Pierce, FL 34946 (opyrigh1ON116A-ITIoofTmsses-AnlhoayI.fomholSLP.T. Reproduction of ibis dommeni, in any form, is probilthed without [he written permission from A-1 Roof Trusses -Antholly L Tombro III, P.I. Job Truss Truss Type Qty, Ply IL15M A0116801 W♦AMSCM HJ5 Diagonal Hip Girder 2 1 { Job Reference (optional) A-1 Roof l Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Tue Aug 28 10:13:42 2018 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-ig2FKGcBFkpDApgNRCy5TprAleTAhtP5fK8uVOyjMbd 1-10-10 3-1-9 7-1-3 3-1-9 3-11-10 i i 7-1-3 — 1-10-10 7-1-3 Plate Offset (X Y)— f2:0"-0-13 Edge) LOADING(p, 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 2010 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.07 6-9 >999 360 MT20 244/190 TCDL 7A Lumber DOL 1.25 BC 0.47 Vert(CT) -0.10 6-9 >872 240 BCLL d10 ' Rep Stress Incr NO WB 0.15 Horz(CT) 0.00 5 n/a n/a BCDL 1610 Code FBC2017[rP12014 Matrix -MP Weight: 31 lb FT = 10% LUMBER - TOP CHOR ,I 2x4 SP No.2 NOTES- BOT CHOR , 2x4 SP No.2 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) WEBS 2x4 SP No.3 li Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; BRACING- Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); TOP CHOR cantilever left and right exposed ; end vertical left Structural WC, d sheathing directly applied or 6-0-0 oc exposed; porch left exposed; Lumber DOL=1.60 plate purlins. grip DOL=1.60 BOT CHORD' i 2) This truss has been designed for a 10.0 psf bottom Rigid ceiling directly applied or 10-0-0 oc bracing. ' mends that Stabilizers and required chord live load nonconcurrent with any other live loads. MiTek reco cross bracing be installed during truss erection, in 3)' This truss has been designed for a live load of accordance with Stabilizer Installation guide. 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 REACTIONS (lb/size) bottom chord and any other members. 4 = 93/Mechanical 4) Refer to girder(s) for truss to truss connections. 2 = 383/0-11-0 (min. 0-1-8) 5) Provide mechanical connection (by others) of truss 5 = 158/Mechanical to bearing plate capable of withstanding 100 lb uplift at Max Horz joint(s) 4, 5 except (jt=lb) 2=154. 2 = 142(LC 22) 6) Hanger(s) or other connection device(s) shall be Max Uplift provided sufficient to support concentrated load(s) 77 4 = -70(LC 4) lb down and 61 lb up at 1-4-9, 77 lb down and 61 lb 2 = -154(LC 4) up at 1-4-9, and 32 lb down and 41 lb up at 4-2-8, 5 = -91(LC 5) and 32 lb down and 41 lb up at 4-2-8 on top chord, Max Grav and 63 lb down and 35 lb up at 1-4-9, 63 lb down and 4 = 99(LC 19) 35 lb up at 1-4-9, and 14 lb down and 40 lb up at 2 = 383(LC 1) 4-2-8, and 14 lb down and 40 lb up at 4-2-8 on bottom 5 = 174(LC 3) chord. The design/selection of such connection device(s) is the responsibility of others. FORCES. (Ib) Max. Comp.j ulax. Ten. - All forces 250 (lb) or less except 7) This truss is designed for a creep factor of 1.50, when shown which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this TOP CHOR 2-10=427/113, 3-10=-392/136 parameter fits with the intended use of this BOT CHOR component. 8) In the LOAD CASE(S) section, loads applied to the 2-12=-192/4 6-13=-192/4 3, 12-13=-192/403, 3 face of the truss are noted as front (F) or back (B). WEBS 3-6=-418/19 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=54, 5-7=-20 Concentrated Loads (lb) Vert: 13=-9(F=-4, B=4) 9'eUel Nene nueolhJrrseiewtk•AIIDC;n!5s8{'Atln•TWill!Ern Yet hap rneoelen meree!elvesaISisLms Jelin itiviy7?f{jeg Ih Aetlui?:?.mSs III,r.f.ld�exe 4n1 ken;eine. Udeis oNenise CtlNmnelOD,sa.'p �i00.K.rwrVes ShAh$IId6, ne TOMbf,ad. Asoiross Desip h{ w{Le,$e;ldil krluw,ne advert nOrelreseetsauv"mnsd llgralesslnd eq'efetln regnNlilAjSrnreePriHne s�ereTnisle2 nd cent nJ odT, ooderT?N. rttdesila mvnpiecs.ledv+<n&nxL talAili!r Anthony T. Temho ITT, P.E. 'F.A tie li nii?iiiire'YrtplflOPli ne Rit115111Jh ItwiO>11Pl.neOM415tAJ'lldi�7fe'IItIIYI(bP Jeil'M'.ah2 ielftef li nR l�,n:il,eednele,c'laisy,dt¢dR.S. lle ipi<natillk?OO ael m, M1eli eserfne?nss. udsfinlsd 4�. safge.innlleliiaudsr,ere i6iliMty resr<o 3:i9res 280083 ' [QA;OMraeer4(fa:sQi'. All Mks atwlie nfTOO Wli, Paints MI plhhn el nel.11liy(eurece sdrryle'ammre;Gsr, rdrs&d Et rn nd SICA.,? ,emd%pe,rel pI: Te',IM.,IcresPa siTliet mldemdnelnes PesiPer,l,ris Jes:rv(epeca,el Tm MsxAreeew,u4a 4451 St. Lucie Blvd. Fria df?iredlja(eved elred qu i.w,N,lit ell Penis mjul.neTnss Calm(eywr is Pit NlailulGFi'T3H,vImsi SyraEgmer e!of 101er. Ail Mndkras Pre cs detselnRrl' Fort Pierce, FL 34946 16 1i hl02016A-Ikoofhusses-Anthon TTombe,111,P.1. Re roduoionofibisdommenl,inan form, is mbibitedwithoutthewritleo permission Tombo III, P.E. � iPl9 Y• P Y P P AnthonyY• Job Truss Truss Type Qty Ply WRMSCMBL15X8 HJ6 Diagonal Hip Girder 1 1 A0116802 Job Reference (optional) n- s nwr r : uaaea, rur a r:ele:e, 1-L a%LV+0, uesrgnraa tuuss.com Kurt: tS.21u s May 18 2u18 Print: 13.210 s May 18 2018 MiTek Industries, Inc. Tue Aug 28 10:13:43 2018 Page 1 ID: Id_0OXyyT61Bi TXo1jwHHzefvK-AscdYcdpO2x4ozPa?wTK00NH81oTQMwFu_tSISyjMbc 1-10-10 4-5-1 8-5-1 1-10-10 4-5-1 4-0-0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP 240OF 2.0E 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 261/Mechanical 2 = 454/0-10-6 (min. 0-1-8) 4 = 166/Mechanical Max Horz 2 = 162(LC 22) Max Uplift 3 = -182(LC 8) 2 = -171(LC 4) 4 = -1 (LC 8) Max Grav 3 = 261(LC 1) 2 = 454(LC 1) 4 = 21O(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 3=182, 2=171. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 77 lb down and 61 lb up at 1-4-7, 77 lb down and 61 lb up at 1-4-8, 32 lb down and 41 lb up at 4-2-6, 32 lb down and 41 lb up at 4-2-8, and 56 lb down and 87 lb Up at 7-0-5, and 58 lb down and 90 lb up at 7-0-7 on top chord,. and 24 lb down and 35 lb up at 1-4-7, 24 lb down and 35 lb up at 1-4-8, 13 lb down and 40 lb up at 4-2-6, 13 lb down and 40 lb up at 4-2-8, and 39 lb down at 7-0-5, and 37 lb down at 7-0-7 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 7) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 4=5=-20 Concentrated Loads (lb) Vert: 10=-82(F=-43, B=-38) 12=-9(F=-4, B=-4) 13=-68(F=-37, B=-31) 5edry�PeesetlmryNJre•itx tk'A110CiI11553riEliEl'jETD:IRlfE1WSE(Qf"IiIGSSfDf70Nj:NrJ �3.(CIDitFDSSIEMi(M'A tGIE([eligl J[leaaEll el[r5d111iS 01 t'�STIPSI DlIF1DITYt.Iq{IE4jef21Ef rGlEtfJT. TESie'hI,LE.tfltleAlfl2elf4!iT Me.DtIISSGtetlllSl lltitl eGlilTOD,EB:( � dATeREncesnrtames stdlMesN6r Its Us is senhi Is On, Desip[,Vrdtl(I.e,Spudq[eglxeri.fe: sett is seyTOO "Prmedsis- ,:sNlte it tsegrel'Ssu'd14'"lisp"S14,011llagierESe hilptlIt.sa'peTms OplN.ntle TDD r,11j,Ma MI. lEe a>s:qe nstapmes,la�6aaasdron, s.aAl(r.T Anthony T. Tombo III, P.E. t,%asedrlie Tressfsrary tdlliiry is its resgw!EAD7 dit0 rile! lereIs G: filf-0e5ll or ltehillag DESl"',sellereele211t1#It" M?ia; selike Ind ItAir;miterl Mi. Th ejoie. d the TOM nir hill sit 1MiTters,1KI"IA'q.sterile, imt.1a114I'd tivira ShAlle Ord tt5g215Viye{ =80083 ' de txi![rtg Ds�gnr ui Qa:eai:. All wo setuel a WPM lie grmlinsselgeifsluentth hlldig(Getaml Sdesthrndin;tnr, gsSlisWtt Th oaf SlG eteidusadfer pin] pAesis,INAehsn$trnpib!1Ns Wers:sNlzDns Difirim1w Desie[sp.trmlT—Aywfoisn'..'ns 4451 St. Lucie Blvd, o:lEnlu ldird lyo(otm0 eared apvbwriliy lJdl qan:slm:dseS. Iteinss Derh,m FaqueerlstDi ks tailaq oEs;gser, erTnss Stsses EsgiaEerdmylsilSry. All Ery6'daelterar item defied 1,7111. Fort Pierce, FL 34946 (opyrighlQ2016A-1but Trusses - Anthony LTomb 111,1`1 Reproduction ofthiidomment,inany brm,ispobih0edesphculthe written permissionfrom A-tRoofhasses-AnthonyLTombs, 111,P.E. 3li Job Truss Truss Type Qty Ply A SCM • u 5n J5 Jack -Open 4 1 A0116803 Job Reference (optional) A-1 Root I ruq$eS, Tort Tierce, t-L 34bf4b, eesdgngualrruss.co LOADING (F TCLL 21 TCDL BCLL BCDL 11 LUMBER - TOP CHORI BOT CHORI WEBS BRACING - TOP CHORI Structural wi i pudins, exo BOT CHORI Rigid ceiling cross 5 = 3 = 4 = Max Horz 5 = Max Uplift 5 = 3 = 4 = Max Grav 5 = 3 = 4 = FORCES. Max. Com when shot TOP CHO m Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Tue Aug 28 10:13:43 2018 Page 1 ID:ld_OOXyyT61Bi TXo1jwHHzefvK-AscdYcdp02x4ozPa?wTK00NJ41gtQMwFu_tS1SyjMbc -1-7-0 4-1-0 1-7-0 4-1-0 5 30 11 1-7-0 4-1-0 e_i _n z 4 R SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.06 4-5 >827 360 Lumber DOL 1.25 BC 0.38 Vert(CT) 0.05 4-5 >917 240 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.06 3 n/a n/a Code FBC2017/TPI2014 Matrix -MR 2x4 SP No.2 2x4 SP No.2 2x4 SP No.3 sheathing directly applied or 4-1-0 oc end verticals. ectly applied or 10-0-0 oc bracing. lends that Stabilizers and required be installed during truss erection, in (lb/size) 263/Mechanical 84/Mechanical 37/Mechanical 103(LC 9) -82(LC 8) -78(LC 12) -47(LC 9) 263(LC 1) 84(LC 1) 71(LC 3) Ten. - All forces 250 (lb) or less except NOTES- 1) Wind: ASO E 7-10; VUIt=160mph (3-second gust) Vasd=124mF♦h; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. II; Exp E. Encl., GCpi=0.18; MWFRS (envelope) and C-C Ext or(2) zone; cantilever left and right exposed ; enI vertical left exposed; porch left exposed;C-C or members and forces & MWFRS for reactions shcjvn; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss as been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 6) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 17 lb FT = 10% a�dol rlefseMuPrpHrtrisr!Me'A1 rDDF I7JSS2{'i[tIEIiG;W ttTErpSd(OPCtIIC5Sf7S10Nj Bn3'j d(K.tlOtitn!iNEMi to.Terify imp puPa:lm esl [e:A®:1=.toa Ins I!"! r.:ct 9iniartrG;Fr%Ise1lRpl. Tomes R,U. Monte SIMII4 ve w. Udet: uteri,, asIdPFMe1DD,wj ! FItPFedihfFa`e SSilIH/itdMfttzl)Dlo ie fPliL At 6TIif3 DlSIrA FITIMLF{I! tscldlp FF[tree„M!Rd IP R/1DD!lrrMtdt FGtSRr.C9:edM!rRi:ttl86d lRYL'ntf rlSFRSltnar':0 Ml IFSIia(!Mff!!]'ETR;t dtrelld latleT➢D �dl, radefl?FT. lt4 Eetipa ri3PRTtfC.IPFe2p(PFLIIMPe, SIiI1N111 Anthony T. Tombo III, P.E. A lif dd!t tRit+F'Par rEinlPF If MC RSpN<. t1611diu �%lie, dk DNi!if Ft3 nEt Ftd ai l5l e9 etF Det lfe'.9rk:PPlFedlllt 9!i. ad Me tFldtB a•{(IdE[Fd TiagpF`,dlie TDD ail Pn}ield Psedhl inst.m:lt6rd lsdia}t'itep6 iashlldin ndt (a sSd tF te!ntpmua::hd M 80083 ' R+.lf7Detgaa'erl katrFtq'.AIR:es tsl,x!:!B21DD sU l'n rt�i[etmdgfiddia!tdM!kldig(t Tea dSdery lalamtfiR;IX!f. pctl ste3�lFl ad SrfteRrel!i xe.ha peano�a:i!F( IFeI k5Rtterztrni 4";net uAd.*::sa!!T!et: DtupN l!essk!1F3 xerml rfFtt 6a'utF:to-!tyRiti 4451 St. Lucie Blvd. FtriR ddllE!{70iad'td e)feEj aRa (PttlDlel Ir d1 penFf imdlei TeeTRSi Ce;1 iyieen I; 9DT:`m ea la3.ft:jaer, nT'ns Sru:m far Per d®� azud;rd ul tgdabteos Prf cs ietaed M1Ff1. � For[ Pierce, FL 34946 appightQ2016A-1RoofTrusses- AnlhanyT.Tanabe III, P.f. Reproduction of this document, inany form, is prohibited without the writtenpermission from A4 Rod Trusses - Anthony LTomb III, P.f. Job Truss Truss Type Qty Ply A611 04 WRMSCMBL15X8 J5L Jack -Open 4 1 Job Reference(optional)�' A-1 Root I russes, Fort Pierce, FL 34946, des1gn(a7a1truss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Tue Aug 28 10:13:43 2018 Page 1 ID:Id OOXyyT61Bi_TXoljwHHzefvK-AscdYcdpO2x4ozPa?wTK00NKL1odQMwFu_tS1SyjMbc -1-4-0 , 5-0-12 i LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-12 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) 3 = 115/Mechanical 2 = 271/0-8-0 (min.0-1-8) 4 = 60/Mechanical Max Horz 2 = 124(LC 12) Max Uplift 3 = -82(LC 12) 2 = -99(LC 9) 4 = -48(LC 9) Max Grav 3 = 115(LC 1) 2 = 271(LC 1) 4 = 89(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3„ 2, 4. LOAD CASE(S) Standard' E'ttiry.rleesetlutgNrrtlitwfh'Sd I31)=I1;Wsrsfur9,"UP411 TINS8@AwMID9S rDSiDMj 179';:.(r50htCDMEXi firm. Teciy deilr¢rtlemtltf5e1drC.d¢¢1eS 8¢111iT1¢i3DesiF1 DI¢.iy jtr�f[11�Alli[d'fT.T4Ts¢. r.f.IttNt3lt;�e41 ri4�eFSF. Udesswf.1t Odd ¢e1ke1DD,W} plThrn¢tmf r!Cms ssil;!a vsedtvr ttzTDD I¢H!di1.1:¢Trns Desire reyiau{L.Sreaely rvma^.;,N: sed r¢arylDD regrerztls rvt+msim;edfie iroLssirteleu eriry resrevsiiiiryS:is,Its.1odlh RcreTess fepaedrvlle TDD evy,oddT?H. Th des ra nimNius, I¢m!tpurdnxs, svuveluy Anthony T. Tomb lII, P.E. ad¢sedlik i�tt:Frery relimgit 11erntweiLliydtiFOvetethDeastsvm:a;ir¢!ey'<vfe[Ise 4nldi¢ggdidr�r,mkrz n¢tevldla l,nvu: udde bidka6;eDedtad lfL lse yEt¢v'.dtse fDD o+J nrfield ne vast Trost, aJ mrand::y shtrye,i¢shll¢liev adhvfssd va erespmtiid:yd' z80083 ' IhE;nfz,Dts¢xue@Ctnr.dl: va4sutwi vexTDD exdtae rr�ttesmiT. ddmesdtAe MiNry[verrmn!Sdty lzvmtliu,RL'Ajrvllistzdrylry aad s6[E uerera zWh+3eenFlts>Ame IP�I Eetrai!!mp:a S;fties¢sd'wuesdM:LvtisDviipvr.Less)esirsGTizvrovllmsNsrM^e�er,ce'ess 4451 St: Lucie Blvd. vAttwise dvi317orvfiNvpeeds;vv it>;siM1¢r lTdl rrst+s lrndeei ieeimss Lls.sr¢;meet lshDi Ce rmAagDts:g¢ef,rtTressys':m Earieterd®rs¢iltiay dl4 cgrd'tems uemddadf¢Rrl. Fort Per FL 34946 (opyrighl02016A-I RoofTfusses-Anthony I.Tomho111,P.I. Reproduction of This document, in any form, isprohibited withoulthewritten permissionlmmA-I Roof Trusses -Anthony LTaisho 111,P1. i Job Truss Truss Type Qty Ply WAMSCMBL15M J6 Jack -Open 3 1 A0116805 11 Job Reference (optional) A-1 Koot I Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Tue Aug 28 10:13:44 2018 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-e3A?IyeRnL3xP7_mZd_ZYEwTMR7V9pAO6dd?avyjMbb 6-0-0 6-0-0 3x4 = 9 3 N LOADING (p'f) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft Ud TCLL 2 � .0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.11 3-6 >634 360 TCDL .0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.11 3-6 >656 240 BCLL i.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER- 1 TOP CHOR4 2x4 SP No.2 5) Provide mechanical connection (by others) of truss BOT CHORD BRACING- Ij 2x4 SP No.2 to bearing plate capable of withstanding 100 lb uplift at TOP CHOR � joint(s) 1 except (jt=1b) 2=102. Structural w • od sheathing directly applied or 6 0-0 oc 6) This truss is designed for a creep factor of 1.50, pudins. which is used to calculate the Vert(CT) deflection per BOT CHORD ANSI/TPI 1. The building designer shall verify that this Rigid ceiling 'directly applied or 10-0-0 oc bracing. parameter fits with the intended use of this component. that Stabilizers and required MiTek recommends cross braci g be installed during truss erection, in accordanc with Stabilizer Installation guide. LOAD CASE(S) Standard REACTION (lb/size) 1 = 220/0-7-10 (min. 0-1-8) 2 = 143/Mechanical 3 = 77/Mechanical Max Horz 1 = 121(LC 12) Max Uplift 1 = -35(LC 12) 2 = -102(LC 12) Max Grav 1 = 220(LC 1) 2 = 143(LC 1) 3 = 108(LC 3) FORCES. (Ip) Max. Comp . ax. Ten. - All forces 250 (lb) or less except when show i NOTES- 1) Wind: AS E 7-10; Vult=160mph (3-second gust) Vasd=124m�h; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; eggjjd vertical left exposed;C-C for members and forces 8j'MWFRS for reactions shown; Lumber DOL=1.60 p ate 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 chor and any other members. 4) Refer to rder(s) for truss to truss connections. PLATES GRIP MT20 2441190 Weight: 19 lb FT = 10% 6ueiry rleneliuegyrreliertk'Ad loci [I ESriEd9F6101[IiNg(01DiDIF6 C1!1tJMj 5li]?AOCMr&LD'atl!Xi lxs-ra-i¢rtup raenden cal rzedeAnptfisl:en ge:ahr+hgjfCw ed iN Adlurl.riMC r.ElAeese G4!:e`e!e ae. Udessdlwroe stsf4ev tle IDD,ca� 1TTeicneemrg!Cts sSii t: eulMtEe IDDlakediL Aellntr Will hglnes{I.e,g}e:itJr Flptex -wale. ny ROD uptsah n pr101t. gsdessiotdennetleg rzgnAiiirtr!x; tle 1.!pdRe s:c}d s i!pia4 n 11, TDD Wl! ,luMO. Anthony T. Tombo III, P.E. d esedthis Lzss4regldlfeg is ik sesgn iTllihdCeO•�n.lkO»eis rds eel �K9 e; tk tditiu Onigx•,mlk ndeddlu lK,grle;nitle bed tn:txg nle scl lTtl.The ry,msi ItkTOD aA'irfudd esdri,Tnss.uddix haar4mol"10119u u1 hnemg'irnh1!s eesgndA:!h d 280083 'da AsXag Oesgx. td lnSedr.dln'es sdn±:e lkTOD ndlep�rtesadgdlelnesdik pilGq Qay;aed Selepiramcae;l(lf yellisEeD 6g irl ndSlp erzsetei tttlM gteen!aSn�1Prl CeOces+lensps43ms al b5sdteT!ese Dtdgetr.l!ess Oes{S Esgiserwgrens tlnde^r:er, n'es 4451 St. Lucie Blvd. ' ckuaise lstieHlla6drN opetl ogee ieKeitieg lydl guts lne!tei lhernss Oesip Eegim is 10712 ruil.) Osysu,oTres sgs?en bgiawe.ari-dol. Allrq:,-aelhros rremddad lnlPEl' Fort Pierce, FL 34946 CopyrighlO2Of6A-I Roof Trusses- Anthony I. Tombo Ill, P.E. Reprodudionofibisdocument,inanylorm,isprohibitedwithoutthewrittenpermissionfromA-fRoofTrusses-AntionyI.TomhoIll,P.E. Job Truss Truss Type Qty Ply T WRMSCMBL15X8 VO4 Valley 1 1 AM 16806 Job Reference (anti --- 1r A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Tue Aug 28 10:13:44 2018 Page 1 ID:ld_OOXyyT61Bi TXoljwHHzefvK-e3A?IyeRnL3xP7_mZd_ZYEwcAREo9pAO6dd?avyjMbb 2-0-0 1 4-0-0 _ , V a 0 2x4 6.00 F12 2 3x4 = 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TIC , 0.06 Vert(LL) n/a - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 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. REACTIONS. (lb/size) 1 = 101/3-11-0 (min. 0-1-8) 3 = 101/3-11-0 (min. 0-1-8) Max Horz 1 = -11(LC 10) Max Uplift 1 = -24(LC 12) 3 = -24(LC 13) Max Grav 1 = 101(LC 1) 3 = 101(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8t MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where. a rectangle 3-6-0 tall by 2=0-0 wide will fit between the :bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSIfTPI 1. The building designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 10 lb FT = 10% uaal prouiSase alynsit.sEe'L1188FiiMS6I'S8tF1'}.[{IFUi 1F1AittCMCTlMft87i CM;'ru!fr`ttGCilF06t:F57'hta.7n�',r![;.taprneyas M tat uses u6ji 7ms Cesyst raig(CC)cd!ss i.GaMI.P;.lc4rne Sitesirtert ase. Cass 0—AIST—wN3tMost, inTtttaaset thates stelis sedM?sa1lChleiCit, Asal sss ^tsm Fyixv{ss,SrestiaEay aLne sednaylt9te>•tseesmwesrtsr!d�rRlessiaa.%aolhtsi�g nsses]3arhr Md*uysd%ys csatie Tsafsk!ietratte7:5asla,adrtllil, r,•Isstanseas'xm; iro!'q—osxs. se Anthony T. TOm1;0 It', P.E. rztaseE`Itlz lass lsr@rtx:'at"�ru!w-MatBt Crce!,ht OsaesS Mtes:xtrgestrt;Crtzrtp�ip'r,fifurF^:tY;EI@tIl(,@eRtad7Et lwnl ssi'isyssdr oii!SI. Tk ryymils'$+T-Ssu'¢i AtU aeAde frns;ue"ieay ms0isi. stmr�t.it::uia�bniq slalll: Ps;esy>ssn0.•Id 80083 ' tis C�ilfuj[nsigsrad (rdsxhr. 1Q.4's W 1405t7t' M Pan., Wte-4:m ddiwtry(.M'dsEt}Idussas{L:tltysSStiel 411 .1 SKI aeu:xntelk resrd �ikxe RIt9'e,aeslie sxspadiL`�ssmll+tmdXissss 9esrcaei,isns Cents tvtnea mdinss NadtBanr,tasns 4451 St. Weie Blvd. t1lera.t dirudl!atnha:l aged gse$rr'bakyr Yxlvs astlrtl. its toss Ctiya fa.,�ses!is 497fid,fligDsifstfx Tw Snius Eg aradny i«IAat, EtgisifiAL•s7lt ceuifiedit7fl 1. For', Pierce, FL 34946 (o ihtV2016A-I Roof Trusses-lnthon Lleasholll,P.E. Reradartioaatthisdcmmaot,inan Imm,is mbihitedwithoutthewsitiea mmissionfromA-I Roof Trusses•Aathaa T.TomboIII,P.E. PY 9 Y P Y P i Y Job Truss Truss Type Qty Ply AMSCM L15X8 V07 Valley 1 1 A0116807 Job Reference (optional) N= i moor i rupses, run rierce, rL J4U40, ueslynJwa t u uaa.wu f 2x4 Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Tue Aug 28 10:13:45 2018 Page 1 ID:Id_OOXyyT61Bi—TXo1jwHHzefvK-7FkNylf3YfBo1 HZy7LVo5RTkXrVXuGPYLHMY6LyjMba 7-0-0 3x4 = 2 7-0-0 7-n-n 2x4 Plate Offset' X,Y — 2:0-2-0,Ed e LOADING (sf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 2� 0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) n/a - n/a 9.99 MT20 244/190 TCDL 0 Lumber DOL 1.25 BC 0.43 Vert(CT) n/a - n/a 999 BCLL 0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 1 ,1.0 Code FBC2017ITP12014 Matrix-P Weight: 20 lb FT = 10% I LUMBER - TOP CHOR 2x4 SP No.2 6) Provide mechanical connection (by others) of truss BOT CHOR G- BRACING- 2x4 SP No.2 to bearing plate capable of withstanding,100 lb uplift at TOP CHG- OR joint(s) 1, 3. 7) This truss is designed for a creep factor of 1.50, Structural w d sheathing directly applied or 6-0-0 oc which is used to calculate the Vert(CT) deflection per puriins. CHOR ANSI/TPI 1. The building designer shall verify that this BOT Rigid ceiling iirectly applied or 10-0-0 oc bracing. parameter fits with the intended use of this MiTek recommends that Stabilizers and required component. cross braci{)g be installed during truss erection, in accordanc�el) with Stabilizer Installation guide. LOAD CASE(S) Standard REACTION (lb/size) 1 = 212/6-11-0 (min.0-1-8) 3 = 212/6-11-0 (min.0-1-8) Max Horz 1 = -23(LC 8) jMax Uplift 1 — -51(LC 12) 3 = -51(LC 13) Max Grav 1 = 212(LC 1) 3 = 212(LC 1) i FORCES. (i ) Max. Comp. Max. Ten. - All forces 250 (lb) or less except when shown). I iNOTES- 1) Unbalanc d roof live loads have been considered for this design. 2) Wind: AS E 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. ll; Exp ; Encl., GCpi=0.18; MWFRS (envelope) and C-C Ext nor(2) zone; cantilever left and right exposed; en I vertical left exposed;C-C for members and forces 8 'MWFRS for reactions shown; Lumber DOL=1.60 p to grip DOL=1.60 3) Gable req ires continuous bottom chord bearing. 4) This truss ias been designed fora 10.O.psf bottom chord live to d nonconcurrent with any other livejoads, 5)' This tru � has been designed for a live load of 20.Opsf on tt ie bottom chord in all areas where a rectangle 3 1-0 tall by 2=0-0 wide will fit between the bottom chord and any other members. � �Fl1P {'Itit tLM iMlA 9t {IC7ti1U;SES;:S1P �4tlftiEL4F.LiCAD7iJkS>DiGNI�EVRI�SiC1OiRED'.1t:MTi:1W. rtl��{S'e'R it2H�'; BtEtHl LtitS if h45 rlri5 Dff atria r'DpWS:li'!wii}ayF 11',iF.it!••tup sttes4lie,ene.�`ess a'�e:xis: sally L�;}tTO, lalF � �• Wit? R' � i' I t �TRttdi i�Plal uai� } It nierefa, k5nini; Ei:ta ayatlSp, >nri: mot} s n ;lmosl�rDflx:?i�tnp a or sstlrtr�ln5.::knaPaa=�3{I:iSo:;tap a�etT:Didr.rit�tnL ntd lril;Lt� fiRa it5.!n. Anthony T. Tombo 1I11,.P.E. tsta141: finis lSi@JRrkftj"s'tinian l:ef6t Gai+r., YiR Grtlh iM6n:st{xllit lr�stdxsrr aagu,fah!?ida¢Le tit R(iil sEGLrttkz lLal lriiiiag?adsa�it{i.iflFprnrai a!ttTkl tit eer titUned�FtTr5s,1t€e,a; itShcial, sl�epe,ss"iFeazllRlirai s9dl>tfltrtsyasixilnd T80083 �YlPiif.NJQF51{tF(L1�:ithD:16(. tDN135fFiNiR:ATtfiat,iittC'USIRtq^4}likfiL•tfi}r9.'�A9)Nktlif(IBiIICAi{tlti$ttiTinik}5t::rGISFIHq(}tt5?fi%Y!}rs1tM?f. i={ti2?tg?5}]t?ESp�t5f2ili'::};�j'>ift29i5titKiuFi�',�N.;�tii;tkii{3i!§ittiSi9IT(>SSi�t&2ILf'F'lt,lSitiS 4451 St. Lucie Blvd. �11 !( R{E^lt�h'itHhS56ttl4t il£if G3 iyit{&fit; li It tE. fiat Tll;S Dti§G('!N?,i; k�ii9t{hlQl&y D451jitf,£:�13;iS!;iltl tt4 F4G li lWi{i;la'I.1.i l9P l3�liatM4: Ct P; tEgit{14 Tlii: Fort Pierce, FL 34946 �Itapyng>ti's20?6kiRoof Trusses Anthony i,Tsmballl,P.E..Nepf,duesenatthis dcLemtnt,iaany form, FspmEibitedwaCouliherrittteapesmi<sinr. from AiRoof Trusses - Anthony LTnmbaIII, P.f. Job Truss Truss Type Qty, Ply WRMSCMBL15X8 VM02 Valley 1 1 A6116808 A , o _X Job Reference (optional) k Sacs, 0 a 1_ o-tawo, .nmjI QWd 1 ss Run: a.ctu s May i8 zulu Print: ts.zlu s May 18 2018 MiTek Industries, Inc. Tue Aug 28 10:13:45 2018 Pagel 2-0-0 ID:Id_OOXyyT61Bi_TXoljwHHzefvK-7FkNylf3YfBo1 HZy7LVo5RTnErbxuGPYLHMY6LyjMba 2-0-0 2x4 6.00 Fl2 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP . TCLL 20.0 Plate Grip DOL 1.25 TIC 0.04 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(CT) n/a - n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 5 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 51/1-11-8 (min.0-1-8) 2 = 3711-11-8 (min.0-1-8) 3 = 14/1-11-8 (min.0-1-8) Max Horz 1 = 28(LC 12) Max Uplift 1 = -8(LC 12) 2 = -29(LC 12) Max Grav 1 = 51(LC 1) 2 = 37(LC 1) 3 = 27(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed'; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any, other live loads. 4) *'This truss has been designed for a live load of 20.0psf 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. 5) Bearing atjoint(s) 2 considers parallel to grain value using ANSI1TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide, mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. 7) This truss is designed for a creep factor of 1.50, which is used to calculate the Vert(CT) deflection per ANSI PI 1. The building. designer shall verify that this parameter fits with the intended use of this component. LOAD CASE(S) Standard �n�}-Pwseivxm}iNrtihrrk'{'{t7litgSS(�rS2it1"eEEfktlEEgit.DMD?EI�1ft�dY^tUR{"dtYig�LEOS�kT9te 7eid!lfagnpseasiesialrulntfsnthit'lnsWsyt�raP�OPFs�35:efke}T.T3sfi30',tE.{6aeaiifwdiihvtrss.'J�.essa5nriitsatedm;lcT6,v31. �jt{3an4f'figidf3SM.�Ep, sfd M?iilb3h{tldlt. eStlik43'iF6i EP{k1`3!(IX.SjtfR'!Tt3f3SHS;1E33ldfEfbJT )if)'3i!&'iTYtt/fR13A fr!dHi!fES ftJ^�?LISj If5gt9Gaii�t?Ef(?R4d331jfd3!113gh TIPfi{��flt✓t�xil'::iif11; REH trii. lE: tiiig¢HSF#j`385; h9 5T:fkIIif; iR :�lh Anthony. Tombo ll's P.E. eke,t El lNi liagSiif@]{T?�}?3^a?(tljt0l}�'IgdlEigi'K',1}?g/3f13taid ttg igtilit36t{w!d'.D�iT!!',Y%14h3f3GiC(IEt �E%iEf l{(Cftiki �lU�E?I�p{ishmdl)Id. hsfpnial aa;e?T7aHli RS (id/ tFl{tT{fii;iH`V$&}�3CIi3E, 31aCEt.i53'A"'E'taE t4d dIX�}SEfg{�+S3.i iP:PASRd'j pa y;: 80083 ' ' nt Ea�dng Paigaer n{aihinsr.{IladH stead n'te7Gafdtktpfczis H!}artx.ta'�kt{a Fig cammw sddtidfrssza{t3s,p»,t3d 4aFi Hlstt{eri idfrencdiu gesrd 1W.t PR g3h33313t Iii73aii}Ir':H61{gAn3di?T:ESSaS iSH;$W B31i�t E3gih&DIIt3ii Hil!I3QSt1; �1351 -dhrs>edt+rxdhrttfhxtt eeE e�r>a: tie' , i, d ti. iliTnisrPtsi f 4451 St. Lode Blvd. • 4! fyc u;g .E:ati_nt5ihtraldugtksgatrn: ieisf,sleaExfwtlmtailtie},t:'ii}dflieitiinsseasdsfixdnlrbl. For-, Pierce, FL 34946 faprightV2816,A-1Reel Tiosses Anthony LJsmbe(11,P.E, Repioduffion of this Mument, in any tonn, is pohibited without IN witlea purnis,sion from A-1 Roof Issues -Anthony 1, Twho III, P.E. Job Truss Truss Type Qty Ply I A0116809 WAMSCM L15X8 VM04 Valley 1 1 Job Reference (optional) A-1 KGoi 1 Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Tue Aug 28 10:13:46 2018 Page 1 1D:ld_OOXyyT61Bi TXo1jwHHzefvK-bRllAeghJzJffR89g20ldf?vNFwldiphax66enyjMbZ 4-0-0 4-0-0 1.5x4 II 3 5 4 2x4 1.5x4 II 4-0-0 LOADING (p'sf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 26[6 Plate Grip DOL 1.25 TC 0.14 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 7�.0 Lumber DOL 1.25 BC 0.07 Vert(CT) n/a - n/a 999 BCLL &0 Rep Stress Incr YES WB 0.12 Horz(CT) -0.00 3 n/a n/a BCDL 1010 Code FBC2017/TPI2014 Matrix-P Weight: 13 lb FT = 10% LUMBER - TOP CHOR 2x4 SP No.2 4) `This truss has been designed for a live load of BOT CHORD 2x4 SP No.2 20.Opsf on the bottom chord in all areas where a WEBS BRACING- 2x4 SP No.3 rectangle 3-6-0 tall by 2-0-0 wide will fit between the TOP CHORE bottom chord and any other members. Strutu Str Structural w od sheathing directly applied or 4-0-0 oc 5) Bearing atjoint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building BOT CHORD designer should verify capacity of bearing surface. Rigid ceiling 6) Provide mechanical connection (by others) of truss directly applied or 10-0-0 oc bracing. to bearing plate capable of withstanding 100 lb uplift at I mends that Stabilizers and required joint(s) 1, 3, 4 except (jt=1b) 5=125. MiTek reco cross bracing be installed during truss erection, in 7) This truss is designed for a creep factor of 1.50, accordance with Stabilizer Installation guide. which is used to calculate the Vert(CT) deflection per ANSI/TPI 1. The building designer shall verify that this REACTIONS. (lb/size) parameter fits with the intended use of this 1 = 87/3-11-8 (min.0-1-8) component. 3 = -92/3-11-8 (min. 0-1-8) 4 = -39/3-11-8 (min.0-1-8) 5 = 294/3-11-8 (min. 0-1-8) LOAD CASE(S) Max Horz Standard 1 = 69(LC 12) Max Uplift 1 = -4(LC 12) 3 = -92(LC 1) 4 = -77(LC 3) 5 = -125(LC 12) Max Grav 1 = 87(LC 1) 3 = 73(LC 12) 5 = 294(LC 1) FORCES. (1 ) Max. Comp .% ax. Ten. - All forces 250 (lb) or less except when show n�l WEBS 2-5=-211 /39 NOTES- 1) Wind: AS„E 7-10; Vult=160mph (3-second gust) Vasd=1241rnph; TCDL=4.2psf; BCDL=5.Opsf; h=13ft; Cat. II; Exp Bi; Encl., GCpi=0.18; MWFRS and C-C,Ext _(envelope) rior(2) zone; cantilever left and right exposed ; erld vertical left exposed;C-C for members and forces 8 FRS for reactions.shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10,0 psf bottom chord live.Lo,,d nonconcurrent with.any other live,loads. iiitia:+g•Pena Cviwgi!E n+kt�!te'A i tGDtRO;gES^SEIEECj.E{AEUE l;fki t WNDII15NS (15iLM "IUtEI" t(re7NlEDgkE3Tt!ta tn!h, ttr'gegseaetur a!g!eag ales ae rtis t!a+r Derlga fro.ieg (rDDjag"�! a!:,.yiti.taaS+D',g:.Ickreen.$ieet tefne a!!. Dx!.e!r a!f!!.ise ttleg!axaTDO, a!ig Ret!cueC.!+giafes sta'Eie c;,elM3!!i_nle acid 2satmsCenaagae!(Ix.. SM !MCa}a+erl, lfe!;C ev ayl Jrepn;emtaa�sB! as i'+Eef!!cmq!rep!ee;t¢.gr!speeuk'NhrW d?upo ei n!shyl!Sn35 i;piCeL S:etcBaetr, pagx Er4l,Ta!lesigcgcaxg"tax 4al�g taetlu;; ie!cl7tr Anthony T. Tombo III, P.E. ,agmdtMri�r!6!cy 6=:.!g!;4!a•.Pa!!Stge;f!eCx:!�,M1!UsaN ea�d!iinl egmi.rkgsAegn;,nY!+Etr,7rtE!t{,!Ea it{altla ixellrtliiq,!d!mgltlI. gU gpardel!dst!idte�pEk+Tmt,ix[rosg:vnOug. Eh�eg!:i;;s�'�atee mg 6�a+i!g a4!II S!Pt re:taasnit'gd r80083 ' at 7iug Pssig+r exlfe!ha1ar. tDaaf;!set!dn5!TD ast!ltg+acEn nggwt!:!rtdtlsk:!teg(asaaaeet5!E!tf Merzs:¢a(a'3lpu':s4;d tt iN a+IS!(t vere:xexalEv.gme:aig.idae. Rid 1!!rn!6e+!;ia!anil:aswlln!not!i!T:>!!CeagaK, hau Desag!Hgneer ultr:ss kas(etaer,wless 4451 St. Lucie Blvd. �rlln.!;tge?ixlF.(ada�a^�!ef rpa itn_gty s; gciur in+ing.il+rins prrip Eya!ei;4Jifit teildag D!rigeer,t:'ia!iSnlen Er!pael a+r tcirag. kl mpi4liRlli<are!at defiad ieiNg. Fort Pierce, FL 34946 ItnPYri9M�J101dA-IReulirosses-drthuayi.ism6eIIo-t RePisduniouctlhm...sot:inonyferm,isFrnkibiitdxEttounAex!fienpnmissia¢ImmAIRunitrusses AelheuyT.Tam�nllt,P.E. JANUARY 1.7, 2017 I TYPICAL HIP / KING JACK CONNECTION I STDTLOI s CORNERSET GENERAL SPECIFICATIONS r MAX LOAD: 55 psf Roof Load, 175 mph, ASCE .tt_. 7-10, Exp. B, C up to 60' Mean Roof Heigh and Exposure D up to 30' Mean Roof Height; A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 Attach King Jack w/ (3) 16d Toe ,Nails @ TC & 24" Strap w/ (6) 10d x 1.5" ea. end @ BC Attach" Attach Corner Jack's End,Jack's w/ (4) 16d Toe'Nails @ TC w/ (2) 16d Toe Nails @ TC & � BC (Typ) & (3) 16d Toe Nails @ BC 2 0 t. ti 'i Attach Corner Jack's / (2) 16d Toe Nails @ TC & BC (Typ) I i :bacm, 2lsdie Nsaq,S pc �'A;�)FIWiS�°r%EII,E%6fttP3,S�kStjCTt[nTi aTiMIJ?ij'�7C�F%ltq�',fCa?3E�ira f titaassia's wfreata�set•6S`!•tt3•"t'3°""'° It'iC-�m#cu3asr3anlr�;P.E,ReG,�tt3t�itktfceesa. Ca 3s�nr; xtdttBs iG1 aIP �. rtmesn)I&t s?a�i+a EGi i[a?gltrv2.'ps�T:sts Ptu}�ini>asrfit..SPtffiri Ec ceah_Ne udtfay t.Uaiyitt�G�x.•s ,of tadz+.'mod gae}rttUiS:gto �t&ytalt6ts>kTfe irrst t'K �. t `a r761.`9r dn.nnsrrThmtitaasa°yradr�at;u tatidF AnthonyOm i3[ �. rxdrsat(c«s kfsslarc%t�5vr�i9 �t xaua:5�?J?Jwttt tt�c C.w?f eGtxaid q�sm Nttgil�lHes�re.asil±udlt,.&udlh!sdatRlcnitati¢di}ft_e gPndikaToS arias; di3 sak'tltlss itaTtg.flae3ipgn'csAtrwysblbtSmietsSi6:tnr; . Y T. iTE P: E. ?adrdhg&rrq cmrl�st�x isai i""dpIkJCiagdx)eT tidmtpTYete�id�tla7�i;:c{sms!dzii�uacacti9t9i$s95tHlSrtil raE �J tstrhz�v85tl�redi a.@ilt�rs4ttisFtxat�rotsa��nsSd�los;Om3?er.LW ��f'a€�teiaidSrrsspmr�o-�it,�asa � $408i�. - saexiu#e»f kce'las«aummnis�4pTfiey �rdrtd. TsT,: EfsaYS%rsiti0�::TQcagrii,at.tt^FFefiP!dnrtaii#. t?saPtrs+na••et wEaiaiFtB• �' 1SE.Lr r.mt.is R:r�....t.a..vr to esrc : 5 4 uFU 3 94 • Tnonin5t;f?:2il18 A-1 &tnlTn:seas.,,s nvT:.TncGn III.P P: f+madnnm®nit4rc 3nri ra.t.:n neriern is eer,Mk�ie ss.iri yxla uenr.n n. Ft; 3$9$G E®rY Pre["e. . 17, 2017 A-111;!724109-1010 OOF TRUSSES 445T. LUCIE BLVD. FORIERCE, FL 34946 IT IS DESIG TO DE ATTA( OUT ( THE E r ALTERNATE GABLE END BRACING DETAIL ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD 1'-3'MAX. DIAG. BRACE AT 1/3 POINTS IF NEEDED RESPONSIBILITY OF THE BLDG. OR THE PROJECT ENGINEER/ARCF THE CEILING DIAPHRAGM AND I1 IT TO THE TRUSSES TO RESIST I .ANE LOADS THAT MAY RESULT F NG OF THE GABLE ENDS. STDTL03 2XG DIAGONAL BRACE SPACED 4B' O.C. ATTACHED TO VERTICAL WITH (4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d COMMONS. NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS. 2X4 PURLIN FASTENED TO FOUR TRUSSES WITH (2) - 16d NAILS EACH. FASTEN PURLIN TO BLOCKING W/ (2) - 16d NAILS (MIN.). PROVIDE 2X4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE BRACE AND THE TWO TRUSSES ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d COMMON WIRE NAILS. CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTUf,' L GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. METHOD ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. SCAB ALONG NAILING CHEDULE: VERTICAL - FOR W SID SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) 1 R LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131' X 3') AILS SPACED 6' O.C. - FOR W q13 SPEEDS GREATER 120 MPH (ASCE 7-98, 02, '05), 150 MPH ( CE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (.131'X� ) NAILS SPACED 6. O.C. (2X4 STUDS MINIMUM). GABLE T�US�/ I I / MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED / STUDS. TRUSSES WITHOUT INLAYED \S ARE NOT ADDRESSED HERE. / STANDARD GABLE / TRUSS / UKAL TRUSS AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/STUDS ONLY. IJULY 17, 2017 I STANDARDCONNECTION DETAIL RUSS I STDTL04 THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS: ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSURE CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN DRAWING FOR UPLIFTS. NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24" O.C. OR LESS. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 PIGGYBACK TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL PIGGYBACK TRUSS INFORMATION. SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24' O.CJ A.PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2" X 8" TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48" O.C. PLATES SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48" O.C. STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH FOUR (4) 6d (1.5" X 0.099") NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM UPLIFT CAPACITY OF 377 LBS. AT EACH 2" X 8" TEE -LOCK MULTI -USE CONNECTION PLATE. (MINIMUM OF 2 PLATES) ATTACH EACH PURLIN TO THE TOP i THE BASE TRUSS. (PURLINS AND CONNECTION BY OTF BASE TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING ADDITIONAL BASE TRUSS INFORMATION. OF 9rizajd(ei;{amr+ptl ttrc9ilN°i1#1iT1t�Sff'S,tUfi",.8i1E116T@USt?4#DiTtQ±Sibs(�11.IY6p'il(jAtpl7ie"ila�taT'�,fclfti aiWt7��{io+#ie9lea tntki7nsiQiv7t�f*ig(IT6f�aaPa iaAae(,kabl�ltAPeega 4ki!4Aat na 9.':est tifier#a skedcadxl�C'e� Mi6±At38Wp'e+33#de##ii.i161 otTU t#i# f,9I1:o4 Tfirpifi;'(1E StdNal igtiQ metadtiat�30GtMtt`,t�s_47YteV;7d�Y pa't1id:�a�tmyhs6s5dt�W4ieWjt{l9+lu;ji3 4*, teie#axti>;T4 ach kG41RLTnae#gn'rit¢+inni,d?d#a".�+t3.(a+=iixp i• maav: eluisnslsin� sr tiajhat ses}cos§ mil e7ne eke red: eu5rce1 Anin.Ony 7: $0083 IIl;➢.E, [jitaF:lei$aiap#G7Grnn,3",.lpLy#8i.E3iC, R£I::'0r'�E P:EI Ebis¢<rr3ma�p 1. Tm0;3CiM li?bfriCi0731iA3Y�'it;AS£,l�alijfZ)5,.111f¢Jl,m4filk^.%Eia3lL'IIIj S�dtl tN71 SiD3t`�i�Fj Yi. �E�iHaral a>:[�n aFe¢asse�r�iTipc>fisn;petinsia�i um�4itar�c.¢�a §d t uman� t.�¢ rot Tkma l se iet,a�lpn a aces. ri,e :pe pia�mtsasa+ tt Etro,it;z>ar,ta eec�. pTeslaat:ns�emar r ; vz, 44515t.1_ude OW. raeruiMe#Teccmaao�a lm : aa3 atmt�la a kelat3l�a£era#na�[ ft �o-;prr�T c saraia�<red¢mtdwt.iT rxr ro s�itias aia T. Fort.PierteiFL 34446 :[opp'sp�l �J, 79i6 AI Qa�iTE¢#us;A¢t�o¢q T. J¢mt+a III P.f: REpTedra.¢a ¢{S<•n do:unecl, m ¢rry'arm, is pr¢Ci631t1 astEmAtkswu0en pe. u:s�sa! ft¢zi kl Cecf Tosses c1rtAeagl.TsmSa SIIR.E i JUL"Y 17, 2017 TRUSSED VALLEY SET DETAIL - SHEATHED STDTL05 GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3" X 0.131" = 10d 2. WOOD SCREW = 4.5" WS45 USP OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL "A". s 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE a.: INDIVIDUAL DESIGN DRAWINGS. A-1 ROOFRUSSES A-1 IT 6. NAILING DONE PER NDS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. BLED. GABLE END, COMMON FORT PIER E, FL 34946 TRUSS, R GIRDER O 772-4 9-1010 TRUSS � I " " 'E i BASE TRUSSES VALLEY TRUSS r (TYPICAL) q II II SECURE VALL4 TRUSS W/ ONE RA OF 10d NAILI$ 6" O.C. ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO USP WS45 (1/4" X4.5") WOOD SCREWS INTO EACH BASE TRUSS. -t rNu, L.UIVIMUIV iS, OR GIRDER TRUSS TRUSS CRITERIA: WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. Ype Pe�s!<inpsg�l,nk•lay'1-tl7p(iE4;'i"lEl'1-%ENCIs,tiiAlf3{pttLaJit'�.i�W; ttt43{ Rpel,1{9t'tere rrrtSe•:;�p�7nxsm#ieer.;s�}s t:sgiiira, ien NyYiOP,mliat,Ta}aCi;i,[.IePe7eaeSiati vtur•ai,.(mttie e'ln.;tt ste2totAet04, alr lir7alam #;nas sSc'shaultaiae 341itia3lsa �asc i`t'vya rraa�el[e.; �ra�yE,m"n; mrieilam,a04rayiFaaiY inrrpscaarlht{tdrinpca!agsniirt rr �a>�£erfiklE+3a{ad,tP �tx{IgiraxS irpsfafmmit�edr maa t!LL.rn�Etup Ater{rl�a, kai�a{wdr�akssM3 t+, Aiithoiay T: Toniuo 3I1, P.e. mEaa ttL uuic taJEaic:sy is at rtgats+3rY?attapwief; eepwrso. aaHeit n 6a:3a{{'tlrate,nthi xaaaalFa IN dz ia3Mt ixel hullo ndeaiiiiL' tatap{:arda!®i TP mf c.itNaudEL izass.ia',diy iot?va...b:ntt er^sl :sced Erca.{Sxillbs F,t:ttpi>6Y_fd _ 80683 �' ,.t t=:c'n4 r�teahaG uugp ut W- ttt lNoadeladmi> ri¢xklirasent led, ms63Ei+5du m a1:i73prafis}tib, itl a ma uimtmuda+Pico. {wmn. oi?ift!1sm 45asemmasadk'01IN {ra.s 9r.ya;.irusY:.ss Gg ad T,rlkxdu3an,w'tss . 4451,St. Lucie Blvd. :5ei+issu+ptitp e.m.ed igrtgw...r�+j4 edyutin wired 16e izesstnyafegaur 3 f>tluniq pe�me ¢li,¢i?rsrxa [,f ar.dmtMdt?t. ill ta>-7+Ici aiirimdetw.iinit4l Fort Pierce, FL 34946, Cpytiff 3{WP016A•1RoctTcnsses•Adka i.Toa6ol(I,P.E: Eepscdouiae {i udsco eo!,ivaq crgisFwFb1Rdwii WThenotleoPeisisst n'samA•Eliadliasses•AmrtoqLInto Ilt,P:L FEBRUARY 5, 2018 TRUSSED VALLEY SET DETAIL STDTL06 GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3" X 0.131" = 10d 2. WOOD SCREW = 3" WS3 USP OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. A-1 ROOF TRUSSES 6. NAILING DONE PER NDS - 01. 4451 ST. LUCIE BLVD. GABLE END, COMMON 7. VALLEY STUD SPACING'NOT TO EXCEED 48" O.C. FORT PIERCE. FL 34946 TRUSS, OR GIRDER 772-409-1010 TRUSS � 1 11 II 11 II 11 II 11 II i 11 11 II II II II II 11 II II I 1 I II 11 II II 11 II jl jl II 11 II 11 11 II 11 � 1� • I I 1j 11 11 II 11 11 jl ' I li �i Ij �I II II II II II li d 11 li BASE TRUSSES VALLEYTRUSS 1 (TYPICAL) II 14I' II II II SECURE W/( (NO SHEATHING) N.T.S. Ko' (gt o1 vdn atb9asll mrr ieit (�olrkas 11J'� GABLE END, COMMON TRUSS, OR GIRDER P r 12 VALLEY TRUSS TRUSS (TYPICAL) I I ' SEE DETAIL "A" BELOW (TYP.) WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 ATTACH 2X4 CONTINUOUS #2 MAX TOP CHORD TOTAL LOAD = 50 PSF SYP TO THE ROOF W/ TWO USP MAX SPACING = 24" O.C. (BASE AND VALLEY) WS3 (1/4" X 3") WOOD SCREWS MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. INTO EACH BASE TRUSS. i 001 kpladalrias dlt sdx:u saxt it eaplarat is praSi2 ted wahsN tEe xr'i en perm stia 1 r• mFcil�Rii � 1Ri.Rln&lrr gx f gadteLiniht/: Antfionj TbmL> 11I,PE, teldandtl lxls iiAa�ab .segyttaa n{yrgjry in^Se Nn wp'Wu. rz as -snarl 6rusdcrin sieryar;?'ss l§c3alagalariztFanWaara rc,ae:sr 4451St Ludefllvd.: FortPierc , FL. 349�6 Aalka@/tJothal,f - JULY; I 2017 I IxU%'t'L_LJ VPILLL 1 %'L_ I 1 PIIL �' I (HIGH WIND VELOCITY) STDTL07 A-1 ROOFITRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 77244,� 1010 ATTA( WIND DESIGN PER ASCE 7-98, ASCE 7- WIND DESIGN PER ASCE 7-10: 170 MPI MAX MEAN ROOF HEIGHT = 30 FEET CATERGORY II (BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE: MAX TOP CHOD TOTAL LOAD = 50 PSI MAX SPACING 24' O.C. (BASE AND W i SUPPORTING IR,USSES DIRECTLY UN6cK VALLCT I KUOJtJ MUA I nc DESIGNED WIT A MAXIMUM UNBRACED LENGTH OF 2' -10" ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING IMPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAI IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. FOR BEVELED BOTTOM CHORD, CLIP, MAY BE APPLIED TO EITHER I / CE. CLIP MAY BE APPLIED HTO THIS FACE UP TO A NON -BEVELED MAXIMUM 6/12 PITCH NON -BEVELED BOTTOM CHORD BOTTOM CHORD o CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6/12 (MAXIMUM 12/12 PITCH) o o 0�0 xnr�j P' as4a¢ea;z!geugrlt^'Adf Nde}p st'p+p::�tirslh tdh•tSe`: nduaT insftt eaj Balmiahe ns 5uailasq�lsyxtaa6(aandaf.iAat?.s 1 mrau��,dt+dreadspat-qaa asu-r,-0.1 {"s.u$, IT. 14RUC A gxdg#aTn:gPm±kn 01004"1Potks ;aggax±g+wr. wgs rr eaar; �u�+ux.r.a..+ .;Tttst hkje g� a.n{I e,SMientk jgagnr �±sadaaai, i0k?rytu6s P kA W«e �fgbE pd+sdasal ogiekrriag s.�pxyhai� to pa d a dada; imjairrzFdrgu�-3 gq i5! T�±r.`;. D a�, Ym na sa r<tmdzgrmulhe GildWgF:r.;;e eta cua±atl�R'-titlE: WIN ls.alg rlvaj nd±aidlNt Ta±afpsrwaftA±'GJ e^fcar fal&xt afk±InssrKidlajk s aati� }ramie; W pi:!liaaE aisle I aid Cnag:sm SCa'r �ueaia:;gd-'7ys� 39tikr (nndSC:i cs el±ita;edk. grretyeAmt� Ri.s detm±; tla resHe: �,.ssard Gdlis>fd±l :issia€r±d 7Msm�s9w>±togrcen is g3lttaidd•;3 to p�. nlait;T-kz�:apnee.aJc;4liaq. i`t oq�ti:d 4saz±n as lMatintP}! . ng Palegl ctaxras stc dasSt7GP'aIp c je afsxajrms,�Mag rada�vi: }q ti�R. Anthony T. Tombb IFI,.P.C. Ileycas3 incxg s6r<75±tt.±nsgaas�-sr�-. �$9083 Deg ga6.gn±e•,ase1m%9mdr"ua:, esr. 4451 St. Lucie Blvd. Fort Pierce, FI. 34946 FEBRUARY 17, 2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE FL 34946 STANDARD GABLE END DETAIL TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS W/lOd NAILS, 6' O.C. VERTICAL STUD' SECTION B-B VERTICAL STUD (4) - 16d NAILS (2) 10d NAILS INTO 2X6 2X4 SP OR SPF #2 772409-1010 I TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. SECTION A -A DIAGONAL BRACE 4' - 0' O.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. 12 PROVIDE 2X4 BLOCKING BETWEEN Q VARIES TO COMMON TRUSS THE FIRST'TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES * WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS a STDTL08 >' 2X6 SP OR SPF #2 DIAGONAL 'BRACE 16d NAILS �- SPACED ,6' D.C. F -- 2X6 SP OR SPF #2 TYPICAL HORIZONTAL BRACE NAILED'TO 2X4 VERTICALS'• W/(4) - 10d NAILS (4) Bd NAILS MINIMUM, ROOF B 3X4= PLYWOOD SHEATHING TO r SHEATHING 2X4 STD SPF BLOCK 1 v * DIAGONAL BRACING ** L - BRACING REFER REFER TO SECTION A -A TO SECTION B-B 24' MAX. --�—� NOTE: 1. MINIMUM GRADE OF #2 MATERIAL -IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN -BOTTOM CHORD, OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED G' O.C. S. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT4'-0'D.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND'A 2X4 AS SHOWN WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A) 7 GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240 12' MAX. 8. THIS DETAIL DOES NDT APPLY TO STRUCTURAL GABLES. DIAG. BRACE 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 10. 10d AND 16d NAILS ARE' 013VX3.D' AND 0131'X3.5' COMMON WIRE NAILS RESPECTIVELY. 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L - BRACE DIAGONAL BRACE (2) DIAGONAL BRACES 1/3 POINTS MAXIMUM STUD LENGTH 2X4 SP #31 STUD 12" O.C. 3-8-10 5-6-11 6-6-11 11-1-13 ' 2X4 SP #31 STUD 16" O.C. 3-3-10 4-9-12 6.6-11 9-10-15 2X4SP#31STUD 24"O.C. 2-8-6 3-11-3 5-4-12 8-1-2 2X4 SP #2 17 O.C. 3.10-15 5-6-11 6.6-11 11-8-14 2X4 SP #2 16" O.C. 3.6-11 4-9-12 6-6-11 10.8-0 2X4 SP #2 24" O.C. 31 4 311 3 6-2-9 9-3.13 DIAGONAL BRACES OVER 6' - 3- REQUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH 10d NAILS 6' O.C., WITH 3'•MINIMUM END DISTANCE. BRACE MUST COVER 90% OF DIAGONAL LENGTH. T OW I BRACES MUST BE 2X4 SPF #2 OR SP #2. MAX MEAN ROOF HEIGHT = 30 FEET EXPOSURE B OR C ASCE 7-10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE :1.60 CONNECTION OF BRACING IS BASED ON MWFRS. (2) - 10d o NAILS / TRUSSES 01 24' D.C. 2X6 DIAGONAL BRACE SPACED 48' O.C. ATTACHED TO VERTICAL WII H 14) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 30d NAILS. HORIZONTAL BRACE (SEE SECTION A -'A) END WALL i i FEBRUARY 17, 2017 I LATERAL BRACING RECOMMENDATIONS I STDTL10 L TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY B TO 10 FEET ALONG A FLOOR TRUSS. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY'MAY BE POSITIONED DIRECTLY, UNDER THE Ailop -TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY A-1ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW. 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE 772 409-1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHEW THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. INSERT WOOD SERE THROUGH OUTSIDE FACE OF C ORD INTO EDGE OF STRONGBACK, (DO NOT USE METAL FRAMING ATTACH TO VERTICAL ATTACH�.TO VERTICAL USE DRYWALL TYPE SCREWS) ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - IOd TO TOP CHORD NAILS' (0.131' X A NAILS (0.131' X 3'). r ATTACH T VERTICAL NAILS (1�1WITH 3)X X) BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK USE METAL FRAMING J, L ATTACH TO VERTICAL ANCHOR TO ATTACH WEB WITH (3) - 10d TO BOTTOM CHORD NAILS (0131' X 3') ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - 10d NAILS (0131' X 3') IN EACH CHORD ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS (0131' X 3') ATTACH TO CHORD WITH (2) 412 X 3' WOOD SCREWS (0.216' O.A.) �- INSERT SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (00 NOT USE DRYWALL TYPE SCREWS) TRUSS 2X6 4' - 0' WALL STRONGBACK (TYPICAL SPLICE) (BY OTHERS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' '- 0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0.131' X 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4"- 0' AND FASTEN WITH (12) - 10d NAILS (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) Ai Y 17, 2017 Ail ROOF TRUSSES 44511 ST. LUCIE BLVD. FOf��PIERCE, FL 34946 II 772409-1010 LATERAL TOE -NAIL DETAIL NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45° WITH THE MEMBER .AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN). 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. E-NAIL SINGLE SHEAR VALUES PER NOS 2001 (LB/NAIL) Ili DIA SP OF HF SPF SPF-S .131 88.0 80.6 69.9 68.4 59.7 o .135 93.5 85.6 74.2 72.6 63.4 J I in .162 108.8 99.6 86.4 ' 84.5 73.8 pj .128 74.2 67.9 58.9 57.6 50.3 c� Z o 131 75.9 69.5 60.3 59.0 51.1 1 .148 81.4 74.5 64.6 63.2 52.5 in N M (3) - FOR 1 3 (Np SHOWN ARE CAPACITY PER TOE -NAIL. ILE DURATION OF LOAD INCREASES MAY BE APPLIED. NAILS (0162' DIA. X 3.5') • WITH SPF SPECIES BOTTOM CHORD DURATION INCREASE OF 115: X B4.5 (LB/NAIL) X 115 (DOL) = 291.5 LB MAXIMUM CAPACITY ANGLE MAY VARY FROM 30" TO 60" 45.00° ANGLE MAY VARY FROM 30° TO 60° STDTL11 THIS DETAIL IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2X4) 3 NAILS NEAR SIDE NEAR SIDE NEAR SIDE 45.00° SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30' TO 60' 45.000 FEBRUARY 17, 2017 UPLIFT TOE -NAIL DETAIL STDTL12 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30• WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE C VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE FOR WIND DDL OF 1.33: 3 (NAILS) X 37 (LB/NAIL) X 1.33 (DOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WIND DOL OF 1.60: 3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LEIS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. +++ USE (3) TOE -NAILS ON 2X4 BEARING WALL r*: USE (4) TOE -NAILS ON 2XG BEARING WALL NEAR SIDE FAR S; )E TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY TOE -NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S 0 .131 59 46 32 30 20 Z O J .135 60 I 48 33 30 I 201 I • U7 ('7 .162 —r— 72 58 39 37 25. J HO .128 54 42 28 27 19 Z Z JO .131 55 43 29 28 19, w .148 62 48 34 31 21' J J N Q Z .120 51 39 27 26 17 Z .128 49 38 26 25 17 O .131 51 39 27 26 17 .J .148 57 44 31 28 20 N� i I I IL NAIL NAIL SIDE VIEW END VIEW FEBRU NI RY 5, 2016 1 TYP. 2x2 NAILER ATTACHMENT I STDTLI3 A-1 ROO TRUSSES 4451 ST. L� CIE BLVD. FORT PIERb E, FL 34946 772-419-1010 .5x4 2x2 NAILER ATTACHMENT GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 7-10, 29'-0" Mean Height, Exp. B, C or D. 2l��rl �SQNo 2� 2x4 SP No. 2 (Min) d• o. o° o 1.5x4 2x2 SP No. 3 TYPICAL ALTERNATE BRACING DETAIL April 11, 2016 FO EXTERIOR FLAT GIRDER TRUSS STDTZI4 A-1 ROOF TRUSSES 4451 ST..LUCIE BLVD. FORT PIERCE, FL 34946 772-40971010 (4) 12d TRUSS 2411 o.c. UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER 12 VARIES (4) 12d MAX 3011(2'-611) i 2x6 #2 SP (Both FaCles) 2411 O.C. SIMPSON H5 xseai.nnn miw,Y.orn 6e't:; /C=i!tLS#1�4EEY}.6[RitL Te1YS ttp4�9tiSUi7;Yy {t14t;1titCAE;r,N3M" Ma. fwdt /ni�jee Jmad�M Mna6Minrd,ga xv.baT .,olta tdr. F.TisN I➢,I.E.IKdwr I#wf k'ner,. tldrs:.mr pie r`�x!deas+l=0:wir Yfxs; vrEk,e>ebc:knNlar>.k F::h M.dd. trait uD+'�!gaen<e„Sr �I F.�we�; 6u edn..2 iDOnp wnt .ee/xadaepdasvwi wEsrmty ,es*i'.ry 1nM KMtby� nxhpklwsrT�ed,,.+k.TN I. Ik.wrip eumpm.,;wln3rmi_ ,e>rdalq Anthony T. Tomb-0 111, P.E. w! ed[asimrhr sn4a!W,ii3a;eya,&*!K,�O.sa.Se@rnir Mui< egen SeEke,Q s4,mafuekddGr 4..tt,n:ed[.eAx^MlfpjWrulMt.I�:aus+wdFe raaailu;Eo7+rdbeE:rntEFaSa,. pcge.bnenitmeetw>.i.TtMMwlrttprxp$;rd F900$3 ' oe twHx, as woTE«u+mr•tmm�e,raa TFD w+nw+ryw+i p.;Aamuaa 4= ,i�anra ian,r talnnn1440YINW5na4451.R. Lune Blvd, a'awn,e N.a,mdlEsentav aperirya ri!x,kj e9p a M 1' ke,; aedREagarwnR7Ta t�ilm?[s;is.e In Fry Estmer dery a-la,mbans mn—u Tdwwmm 1, For, Piuce, FL 349.6 (oprdpk 4l NI d XI Rs6lLasses, bniAoayT.Tamha Ill. P,E. keprodan:nn of izis dc.amut,ia any (arm, if ptob,Ert:d Witham Ae r,iuen pefmissToe Iraq Ad RaoETror,es-Aethmy L T¢aha [it, P.E. I FEBR�ARY 17, 2017 I STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I STDTL15 I DAMAGED OR MISSING CHORD SPLICE PLATES A-t,�100FUTRUSS ES445 T.LCIE BLVD. FOR 'IERCE, FL 34946 772-409-1010 1. THIS DOES THE F SUPPC 2. ALL I AND F 3. THE I UNUSL 4. WHEN S. THIS E. THIS TOTAL NUMBER OF NAILS EACH SIDE OF BREAK * X (INCHES) MAXIMUM FORCE (LBS) 15% LOAD DURATION SP OF SPF HF 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 20 30 24' 1706 2559 1561 2342 1320 1980 1352 2028 26 39 30' 2194 3291 2007 3011 1697 2546 173B 2608 32 48 36' 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42' 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48' 3657 5485 3346 5019 2829 4243 2898 4347 r DIVIDE EQUALLY FRONT AND BACK ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X41 THREE ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (131' DIA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' D.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C on 10d NAILS NEAR SIDE 10d NAILS FAR SIDE BREAK X' MIN �-- 6' MIN TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE). DO NOT USE REPAIR FOR JOINT SPLICES -PAIR DETAIL I5 TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR OT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN OUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF TING THE LOADS INDICATED. :MBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR LO IN PLACE DURING APPLICATION OF REPAIR. 10 DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID L SPLITTING OF THE WOOD. VAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID ING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. EPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. EPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. FEBRUARY 17, 2017 I SCAB APPLIED OVERHANGS I STDTL16 �. I, - I 0 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 115 SPACING: 24' O.C. TOP CHORD: 2X4 OR 2X6 PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2X SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS WITH TWO ROWS OF IDd COMMON WIRE NAILS (.14B' DIA. X 3') SPACED 6' O.C. 2. THE END DISTANCE, -EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2X SC NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24' D.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD LOADS NOT EXCEEDING 50 PSF.' TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES