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Home My WebLink AboutMerrios Truss Packagea O u-) E T— Q O i r Q Q � ti N �- � � Q CL U- of Q r m W J W O O LO T- Z Q Q J U e- W W O CO ® LO LO Z W Z U � t0 Cl) Z X J F- LO 2 ® 00 U Z p ® ® ® FW- m I- J Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 A-1 ROOF These truss designs rely on lumber values established by others. TRUSSES A FLORIDA CORPORATION RE: Job WRMSCM1560B1 L A-1 Roof Trusses JOB #80356 4451 St Lucie Blvd Site Information: Fort Pierce, FL 34946 Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE Lot/Block: Model: CAYMAN 1560 Address: Subdivision: City: County: St Lucie State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 Roof Load: 37.0 psf Floor Load: 0.0 psf This package includes 44 individual, dated Truss Design Drawings and 16 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seal # Truss Name Date No. Seal # Truss Name Date No. Seal # Truss Name Date 1 A0286690 A01 2/10/20 13 A0286702 A13 2/10/20 25 A0286714 CJ5 2/10/20 2 A0286691 A02 2/10/20 14 A0286703 A14G 2/10/20 26 A0286715 CJ5A 2/10/20 3 A0286692 A03 2/10/20 15 A0286704 B01G 2/10/20 27 A0286716 CJ5C 2/10/20 4 A0286693 A04 2/10/20 16 A0286705 B02 2/10/20 28 A0286717 UK 2/10/20 5 A0286694 A05 2/10/20 17 A0286706 B03 2/10/20 29 A0286718 CJ6 2/10/20 6 A0286695 A06 2/10/20 18 A0286707 B04G 2/10/20 30 A0286719 GE01 2110/20 7 A0286696 A07 2/10/20 19 A0286708 B05 2/10/20 31 A0286720 HJ7 2/10/20 8 A0286697 A08 2/10/20 20 IA0286709 B06 2/10/20 1 32 IA0286721 HJ7A 2/10/20 9 A0286698 A09 2/10/20 21 A0286710 CA 2/10/20 33 A0286722 HJ7L 2/10/20 10 A0286699 A10 2/10120 22 A0286711 CJ3 2/10/20 34 A0286723 J7 2/10/20 11 A0286700 All 2/10/20 23 A0286712 CJ313 2/10/20 35 A0286724 J71- 2/10/20 12 IA0286701 I Al2 2/10/20 24 A0286713 I CJ3L 2/10/20 36 A0286725 I RT 2/10/20 the truss drawing(s) referenced have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided byA-1 Roof Trusses, Ltd. Truss Design Engineer's Name: Manuel Martinez My license renewal date for the state of Florida is February 28,2021. NOTE: The seal on these drawings indicate acceptance of professional engineering responsibility solelyforthe truss components shown. The suitability and use of components for any particularbuilding is the responsibility of the building designer, perANSUTPI-1 See. 2. The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction documents (also referred to at times as'Stnrctural Engineering Documents') provided bythe Building Designer indicating the nature and characterofthework. The design criteria therein have been transferred to Manuel Martinez PE by [Al Roof Trusses orspecific location]. These TDDs (also referred to at times as'Structural Delegated' Engineering Documents') are specialty structural component designs and may be part of the project's deferred or phased submittals. As a Truss Design Engineer (i.e., Specialty Engineer), the seal here and on the TDD represents an acceptance of professional engineering responsibility forthe design of the single Truss depicted on the TDD only. The Building Designer is responsible forand shall coordinate and review the TDDs for compatibility with theirwritten engineering requirements. Please review all TDDs and all related notes. �I, Manuel Martinez, P.E. 4620 ParkView Dr. St. Cloud, FL 34771 s CA Page 1 of 2 Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 A-1 ROOF These truss designs rely on lumber values established by others. TRUSSES A FLORI➢A CORPORATION RE: Job WRMSCM1560B1L No. Seal # Truss Name Date 37 A0286726 T06 2/10120 38 A0286727 T06A 2/10/20 39 A0286728 T06SGE 2/10/20 40 A0286729 T07 2/10/20 41 A0286730 VM08 2/10/20 42 A0286731 VM10 2/10/20 43 A0286732 VM12 2/10/20 44 A0286733 VM14 2/10/20 45 STDL01 STD. DETAIL 2/10/20 46 STDL02 STD. DETAIL 2/10/20 47 STDL03 STD. DETAIL 2/10120 48 STDI-04 STD. DETAIL 2/10/20 49 STDL05 STD. DETAIL 2/10/20 50 STDL06 STD. DETAIL 2/10/20 51 STDL07 STD. DETAIL 2/10/20 52 STDL08 STD. DETAIL 2/10/20 53 STDI-09 STD. DETAIL 2/10/20 54 STDL10 STD. DETAIL 2/10/20 55 STDL11 STD. DETAIL 2/10/20 56 STDL12 STD. DETAIL 2/10/20 57 STDL13 STD. DETAIL 2/10/20 58 STDL14 STD. DETAIL 2/10120 59 STDL15 STD. DETAIL 2/10/20 30 STDL16 STD. DETAIL 2/10120 Page 2 of 2 Job Truss Truss Type Qty Ply WRIOSCM15601311- A01 Roof Special 1 1 A0286690 Job Reference o tional A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com i it 7-4-0 Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 16 15:46:19 2019 ID:Id 0OXvvT61Bi TXo1iwHHzefvK-218fYJnpGc vBM26RoYxtr?JYMMRoukl5Gv0 7x10 MT20HS 2x4 11 6.00 12 3x6 = 5x6 7x10 MT20HS= 2x4 It 7 8 22 21 18 17 — 15 3x6 = 4x6 = 2x4 11 2x4 11 48 = 3x6 = 1.5x4 11 3x6 = Dead Load Defl. = 1/2 in 7-4-0 11-11-2 17-4-1 19-1-6 24-4-0 30-10-12 8-N 38-0-0 4-7-2 5-4-15 1-9-5 5-2-10 6-6-12 Plate Offsets (X,Y)-- [4:0-3-0,Edge], [6:0-3-0,0 3-0], [7:0-3-0 Edge], [10:0-8-0,0-2-8], [11:0-3-O,Edge], [17:0-2-12,0-1-12] [19:0-5-8,0-3-8], [20:0-3-8 0-2-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.53 18 >854 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -1.01 19-20 >452 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.58 13 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MS Weight: 224 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T3: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except* B2,134: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP No.2, W6: 2x4 SP M 30 BRACING - TOP CHORD Structural wood sheathing directly applied or 24-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 10-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1490/0-7-10 (min.0-1-12) 13 = 1490/0-7-10 (min.0-1-12) Max Horz 2 = -138(LC 10) Max Uplift 2 = -377(LC 12) 13 = -430(LC 13) Max Grav 2 = 1490(LC 1) 13 = 1490(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2664/1666, 3-4=-4163/2474, 4-5=-4061 /2489, 5-6=-4033/2514, 7-8=-254/176, 6-8=-5646/3203, 8-9=-5890/3353, 9-10=-5842/3342, 10-11=-1997/1402, 11-12=-2105/1392, 12-13=-2688/1678, 6-7=-270/191 BOT CHORD 2-22=-1303/2308, 19-20=-1752/3602, 9-19=-296/266, 16-17=-1338/2336, 15-16=-133812336, 13-15=-1338/2336 WEBS 3-22=-1339/845, 20-22=-1523/2709, WEBS 3-22=-1339/845, 20-22=-1523/2709, 6-19=-1278/2608, 17-19=-1134/2387, 10-17=-1262/578, 12-17=-619/549, 6-20=-335/499, 3-20=-559/1368, 10-19=-2209/4464 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=4.2psf; h=15ft; 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) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=377, 13=430. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard � lResse ++o , Wy,- Ui 'A-1 RGL t,5 T Ek t gEU.eR^j CEt E k TERMS ed fOA Dt Yt3S OV'TDm R ffu'tTn ACKtlCyWLED ME ATf -m t H �n ra it nd ad i it,' : Dag ]] aw a (TOD) -d fha E 4 e i b>{ U k— <iPs Wad rs th T D� pW tt d he vs d t jh lot) t, be d Rs a' D,s�n Eog rm3 £ �6,M E,e <L 3 w ny TOD c wants ar, Manuel Martinez, P.E. Ch.er,it:s...nm,ets..vit?.w.r.,tl e,,eM ctlaEo,td:ng Daa '1�or ab.hCjt t d yT .lh piB Txu CeP,Ue,1 on 2Ra 3DD dmfTP!'i Ty, d -g a at Toad dt su b.i (' 1 aE IH T f s?'S dxy*fbu r¢aPo dHmy 0ilia #047182 g thew l�mi r<-d iBG tua+Gfu gcode'snd T't4 The 2rx^e m T3D nd /fud +.ed a, 7 .m"'u�F b d 9. :v a9 t a ho.. drAL �taYeRtad yr. h-d Ev[dsng Dasipnsr a*a Corira+ar An nalee set atii an lfis.,DD end txe RacM1ces ehtl pu=3alsneaoiSM_8usweCa.:,p,. erl Salety b,f—W ,35G}:EW.-8ned by TPis1 S5C A ssarc4e ence:i Nr Eenera. ys,dance Trtt der— the Bspurss:4,i:Ues. and 4820 Pa ew Dr t— ai u,a Te�.�as Dex a,mr, speyahr E i—.ae T�, i, ra�z:i>ei. �nt�sa cu er..,s" d-6,� by . C-1—.9s aW-,nova by a4 Plea m.;ired The sPeC %, ..,.�aa.,e NOT 11— ,T— sv>mn, Ems— ar-, b, ,Idmo; wl St Cloud, FL 34771 LsP:e1-,d t---dpfrno,'e vlM I,e C.P,' ht IV n16 A RacrT-- Re;'"udul,-0 fh,s daYu any YD.R is pmn3xii du—rt Mk—h-pemusian.M A-, Ree/dzuskzs.: Job Truss Truss Type Qty Ply WRMSCM1560BIL AO2 Hip 1 1 A0286691 Job Reference (optional) !1-I RUUI IIU"tlb, L Vlt I-I-IJ, f L -%V, UtJWyII�WdILI Ubb.UUI II Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 16 15:46:20 2019 Page 1 ID:Id_OOXyyT61Bi_TXoljwHHzefvK-WUi 1IeoR1v6mpWdl?W4AP2YT4mkiX03vKwix5bydOxn 8-0 , 19-1-6 1 22-4-0 , 29-3-14 38-0-0 39-4-0 6.00 12 5x6 = 2x4 II a 2x4 II 6x8 = 7 2 20 19 16 15 — 13 3x6 = 4x6 = 2x4 II 2x4 II 5x8 = 3x6 = 3x6 = 1.5x4 II 29-3-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.41 17-18 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.81 17-18 >562 240 BCLL 0.0 * Rep Stress Incr YES WB 0.80 Horz(CT) 0.48 11 n/a n/a BCDL 7.0 Code FBC2017ITP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B2,B4: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W3,W7,W6: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-7-15 oc bracing. WEBS 1 Row at midpt 8-15, 10-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1490/0-7-10 (min.0-1-12) 11 = 1490/0-7-10 (min.0-1-12) Max Horz 2 - -139(LC 10) Max Uplift 2 - -378(LC 12) 11 = -378(LC 13) Max Grav 2 = 1490(LC 1) 11 = 1490(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2664/1664, 3-4=-4164/2474, 4-5=-4062/2489, 5-6=-4171 /2629, 6-7=-4081/2370, 7-8=-4045/2360, 8-9=-1836/1336, 9-1 0=-1 948/1312, 10-11=-2612/1629 BOT CHORD 2-20=-1301/2307, 5-18=-224/270, 17-18=-1455/3218, 14-15=-1266/2250, 13-14=-1266/2250, 11-13=-1266/2250 WEBS 3-20=-1336/841,18-20=-1516/2704, 6-18=-746/926, 6-17=-561/1302, 15-17=-1309/2960, 8-15=-2068/846, WEBS 3-20=-1336/841, 18-20=-151612704, 6-18=-746/926, 6-17=-561/1302, 15-17=-1309/2960, 8-15=-2068/846, 10-15=-718/630, 10-13=0/300, 3-18=-564/1371, 8-17=-1604/3565 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=4.2psf; h=15ft; 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=378, 11=378. LOAD CASE(S) Standard Dead Load Defl. = 7/16 in PLATES GRIP MT20 244/190 Weight: 221 Ib FT = 10% (.iSt4('8LLERry lure. 76 IJS —dLbu6rioNS vf0C S Rr8:IYE"7 AtVUVWL_£GM f L Yy tR 1. d d lltes W ih Tas D rri ( UV) dihe e I E a`ry E 4 t re th tf-mi- 4 1 i:er tsivd -�+ih T"D Y+�+ Mvr „fates Y I b vs¢ t fn 3^td 06 d P .. puss D nv ;E 9 e rt8 (' £ Oy E 8 h iM I Y f'�� p' i_ a1s Manuel Martinez, P.E. fIh y R 1 A ee po boy(m d 8" 'th xa'. 12T C_,.FC 3 gieT£D p C.¢ 7PLS TtzB "a'1- es pi 3 J lii Iy I4F 3 f y6 id BFiifi, r=Po Wgvfll,a 404712 {h. It's mete-s.i`i t 0 7 8: 8 1t1ew 1 ihel Cthe IEG k,[ t+:13 Ncad SP 1 The .+p a iih 7 £-.ryd 4f�'tl �I4 c+T 4.1 "yh 9 fu ua 1 '.d Lra '� hfie>h .�a 'v44 'UCh^ Wd 8Des8 dC ( m t t u25 tr {p-endM p tlgaY i _s' jtt 9 3; 8C nN tIS lat}inty aL BSt)p S dirq TiYie E5 {'A f { 'gq d T 4 d h 1 M .^ UU sand A82()Parkl iew or dal F!fi D & SkE'. elijEg er PnrF ,!<+ ti-nv'c�vie i Nt d^ d6y8C t'i as d'ryanF (yy iq it pgt nyG'yH1T Spe^'s`{Y iC?s Bsil..:n8 ¢iasy a�an,ss:Syg2 En9 P.e..rof e;gM. dry: P31 St Cloud, FL 34771 -:.-..p1..fJs9..*msa.e©. dafin[E.nTi'9CnP1+H.t2U.vR 1t2rrx'Iti se. Rc..radpy c, th.dadumertt,clang]o:m.,.hhRzd vriisnul Ne amH¢rt P¢rmi5+lan NF-1fi .fTvss"+s Job Truss Truss Type Qty Ply WRMISCM156OBlL A03 Hip 1 1 A0286692 Job Reference o tional A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 16 15:46:21 2019 Page 1 ID:Id_0OXyyT6lBi_TXo1]wHHzefvK-_hGPz_o3oDEdQgCVZDbPyG4hk92fGog2ZaRVd1 ydOxm 20-4-0 0 4-0 74-0 11-11-2 17-8-0 119-1-1 i 28-10-128-6-12 38-0.0 $9-4-0 '1-4-0 74-0 4.7-2 5� 8-14 �1-5-6 9.1-4 1-4- 1-2-10 is 6.00 F12 5x10 = 5x6 zz 20 19 15 14 <' 12 3x6 3x6 4x6 = 2x4 II 3x4 I I 3x6 = = = Dead Load Defl. = 5/16 in 6x6 = 20.4-0 74-0 11-11-2 17-8-0 19-1-6 28-10-12 38-0-0 74-0 4.7-2 5-8-14 1-5-6 8-6-12 9-1-4 1-2.10 Plate Offsets (X,Y)-- [4:0-3-0,Edge] [7:0-3-0,0-1-8], [12:0-3-0,0-2-0], [16:0-2-8 0-3-0], [18:0-5-4,Edge] 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 0.80 Vert(LL) -0.33 15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.60 17-18 >765 240 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.40 10 n/a n/a BCDL 7.0 Code FBC2017ITP12014 Matrix -MS Weight: 221 lb FT = 10% LUMBER - TOP CHORD 2x4 SP 2400F 2.0E *Except* T3: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B2: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-2-6 oc bracing. Except: 10-0-0 oc bracing: 14-16 WEBS 1 Row at midpt 12-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1497/0-7-10 (min. 0-1-12) 10 = 1498/0-7-10 (min. 0-1-12) Max Horz 2 = -156(LC 10) Max Uplift 2 = -387(LC 12) 10 = -387(LC 13) Max Grav 2 = 1497(LC 1) 10 = 1498(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2674/1670, 3-4=-4231/2526, 4-5=-4123/2541, 5-6=-3329/1912, 6-7=-3331/1979, 7-8=-3683/2093, 8-9=-3815/2064, 9-10=-2617/1630 BOT CHORD 2-20=-1306/2317, 5-18=-206/367, 17-18=-1998/3877, 16-17=-1221/2990, 10-1 2=-1 266/2256, 7-16=-642/1337 WEBS 3-20=-1354/854, 18-20=-1524/2714, WEBS 3-20=-1354/854, 18-20=-1524/2714, 5-17=-891/794, 6-17=-363/566, 6-16=-341/795, 9-16=-103/1041, 9-12=-1088/759, 12-16=-1453/2556, 3-18=-613/1427 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=4.2psf; h=15ft; 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) 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 = 7.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=387, 10=387. LOAD CASE(S) Standard se 3h # ih h-t R6[,if TKWS E$ l-St LEh f C'E'NER>L IERMS a'd.C<Wo '3t 6 C eTCX,4-H ("BitYETi'! %+Gkt10'Ji'iEP MF`kT' fa^.'n Iy 'rt3n rar a3 .ad k. M s i "la T,,— (TL1 F nd t > ,...� yea mf-- �oolax u I ofl-ted-to TOD cnfroo,bool.';,WF t a „s df th Taerobe d. F a �:...eae of :.. e.er�r�i, r�,aby --3 s roan Manuel MaNnez,P.E. > u+ z'. o+ na eon ail tyt d^a�dotin Ie T,tiaFdEkxt Jcn. tzw Too de.TPo 4 rn a .s r{ w� a4-otm r frN a+zrs di'S4ba m �r fthm #047182 � i6 :]wmYa f tl.[t3 t ff f'r Y ngG 9 TODio L tc(tha iftC,SW IB kukd hu Way wt+: a±,d T'+ t Ttvl ".1 E it't TJDand YfM3d by o. rl l d, ilh di o, goll ta@ato, TVi lde�;sT.sTi belt ,rt My -:+:.Lh E .dsn;, D.es?q C f I et aR tte FCfl urW ih ysa^ti atl9`;dpi ytME,3b.ngC :,pa t letk inl all {HS a)i lx ai_d by.TSR' S [A ref M ,ane gvWa�ce it't )d rtn stM+ Zw RriN snd 4620 Park�4ew Dr Si.A M1}+ F O �y S ":t y): rteer xvxS T as tAam,Ear•u. t o4ttirm d ':n b' a_ C i i sg d x^L g l•Y I prate H T Spec:.s.Y ^1 a t3_CiT Lisa ga,lasng s.a.,:gna- ox Trt,ea:System Eng rear of ary bu dr+'y: All SI Cloud, FL 34771 tep`.ahzdIemrt56re a.,tl.9.od L, TFi l GOP1 ;3ht e n 16 A I Rool T�u„mc RemtC,��scn tf fti oci�me..z—Y foir. ts,.—c llod >4tlo-1 . 1—, P'•n-ix,.slun tAfilRoof Trsssas Job Truss Truss Type Qty Ply WRMSCM1560B1L AO4 ROOF SPECIAL 3 1 A0286693 4 Job Reference o tional A-1 Roof Trusses, Port Pierce, FL 34946, design(a7a1truss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 16 15:46:22 2019 Page 1 ID:ld OOXyyT61Bi_TXoljwHHzefvK-TtgnAKphZXMU2pnh6x6eUTdtwZP2?GuBoEB29UydOxl 1-4- 7-2-1 12-11-12 19-0-0 25-04 30-9-15 1 38-0-0 9-4- 4- 7-2-1 5-9-11 6-0-4 6-0-4 5-9-11 17-2-1 4 6.00 12 5x6 = Dead Load Defl. = 9/16 in 5 5x6 T 2 5x6 4 6 1.5x4 W3 3 1.5x4 3 2 7 T 12 1 W 6x8 = 1 ti B 14 13 11 0 1 v 1 2 3x8 MT20HS= W19 3x8 MT20 — ih 3x4 3.00 12 3x4 � 1.5y5Q4 11 0 1.5x4 II 1.5x4 11 5x8 4x8 1.5x4 11 5x8 30-9-15 9-10-0 19-0-0 1 27-1-6 2$-1. 2 31 -6 38-0-0 9-10-4 9-1-12 8-1-6 -0- 2-8-40- -7 6-10-10 Plate Offsets {X,Y)-- [2:0-1-14,Edge1, [4:0-3-0,0-3-01, [6:0-340-3-01, f8:0-4-7 Edge) [8:0-4-0 0-4-121 f8:0-2-1 Edgel 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 0.71 Vert(LL) 0.55 12-14 >826 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -1.04 12-14 >437 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.65 8 n/a nla BCDL 7.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 200 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* W6,W5: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3, 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 4-6-12 oc bracing. Except: 4-7-0 oc bracing: 8-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1490/0-7-10 (min.0-1-11) 8 = 1490/0-7-10 (min.0-1-11) Max Horz 2 = 166(LC 11) Max Uplift 2 = -399(LC 12) 8 = -399(LC 13) Max Grav 2 = 1490(LC 1) 8 = 1490(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4697/2907, 3-4=-4307/2635, 4-5=-3134/1852, 5-6=-3134/1852, 6-7=-4321/2660, 7-8=-4676/2926 BOT CHORD 2-14=-2490/4232, 13-14=-1906/3619, 12-13=-190213644, 11-12=-1905/3647, 10-11=-1916/3622, 8-10=-2507/4245 WEBS 5-12=-1338/2394, 6-12=-864/801, WEBS 5-12=-1338/2394, 6-12=-864/801, 6-10=-285/576, 7-10=-352/445, 4-12=-861/796, 4-14=-280/568, 3-14=-356/464 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=4.2psf; h=15ft; 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) 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 atjoint(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 100 lb uplift at joint(s) except Qt=lb) 2=399, 8=399. LOAD CASE(S) Standard pi .tx shy 3h k-t rt Z)-T LSWsb s Ltrtj C t 3. 6. D, y pin DtS o,pl l,M fi[&e lh' WDi CC"t' f 4 T3'Se v3 mi d M is 7 Lt - {iJ3. dih byE 9M f Kh ihPh 1i i kervxi t d .h TDD h%*fr swtar,.Isf IbE s di ib D{ b d G 9 E 9_ xay 9 I. i YTn Manuel Martinez, P.E. P' n t .m _. e1 q Pr F° bi)Y jari d iF the IcT tl:d lcn tq+TDD ry 3 TPi.7 Th d 'g essv Pt 1-ding 1i �Y In4 9I d otth'T fr. y$ d q th repo b S tine '�QQ]t62 tlx-, i- PWne sstt d 3 1' @ Y! 9II g t ihetGrt t 3!R i Ctix+IBG b Ib ti$ d di:'Z .rp, Sts T3D Ta yf�3 'th T �.i'rah 9'tiP J i f Ctl'ra gSF,etE.ra'S ayd .s#ti > E d D q_ C (, i t i V C D eptl h p 6 d 9uW r mirth pgCo"!.ta t S f i i (sn eL 'BS..i) tub d by Tr , r 5 G'A refEre ed p 5 - p tl 7�(t d M1 Lh p 3�N d 4620 Pad& iew 0r d�l'a r D, S rYE d .tT Hm,fa Sort i ath ed by _f trei ea d'-p try bp. Ip9t Y.'�etlTh 6y+ 'S]=ng t1G,Y' PuAav±9. �n ar ,ssS,y§i E9Pper ct ftu.dw t.A St Cloud, Ft 34771 n �..p:`.i,�d.etmsa ev.,d_fncdm iF,tiepl'ui§iF:.?AYieRi Rox'[eu se. '2t...aiduc" c!lh,s dnium „nany ra,'+r,,..Fri':hlind AtroNthek.i!enpG}'rfts..eon cf�-t b'o..f i.u.s._s Job Truss Truss Type Qty Ply WRMSCM1560BlL A05 SCISSORS 4 1 A0286694 Job Reference (optional) 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. Mon Sep 16 15:46:23 2019 Page 1 ID:Id_OOXyyT61Bi_TXoliwHHzefvK-x3O9OggJKgULgzMtgedtl hA2czmTkj3LOuwbhwydOxk 11-4-p 6-7-14 , 12-9-15 , 19-0-0 25-2-1 31-4-2 38-0-0 p9-4-p 9-4-0 6-7-14 6-2-1 6-2-1 6-2-1 6-2-1 6-7-14 -4-0 4x8 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 7.0 Code FBC20171TPI2014 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- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-5-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1490/0-7-10 (min.0-1-11) 8 = 1490/0-7-10 (min.0-1-11) Max Horz 2 = -166(LC 10) Max Uplift 2 = -399(LC 12) 8 = -399(LC 13) Max Grav 2 = 1490(LC 1) 8 = 1490(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4730/2950, 3-4=-4291 /2612, 4-5=-3137/1854, 5-6=-3137/1854, 6-7=-4291/2626, 7-8=-4730/2972 BOT CHORD 2-14=-2537/4265, 13-14=-1916/3626, 12-13=-1912/3651, 11-12=-1917/3651, 10-11=-1921/3626, 8-10=-2560/4265 WEBS 5-12=-1350/2406, 6-12=-867/806, 6-10=-239/565, 7-10=-386/506, 4-12=-867/807,4-14=-241/565, 3-14=-386/508 6.00 12 5x6 = CSI. DEFL. in (loc) I/defl L/d TC 0.71 Vert(LL) 0.5812-14 >789 360 BC 0.83 Vert(CT) -1.0812-14 >420 240 WB 0.92 Horz(CT) 0.69 8 n/a n/a Matrix -MS WEBS 5-12=-1350/2406, 6-12=-867/806, 6-10=-239/565, 7-10=-386/506, 4-12=-867/807, 4-14=-241/565, 3-14=-386/508 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=4.2psf; h=15ft; 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) Bearing atjoint(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 100 lb uplift at joint(s) except Qt=1b) 2=399, 8=399. LOAD CASE(S) Standard Dead Load Defl. = 9/16 in 1 89 IY N f` d 0 4x8 PLATES GRIP MT20 2441190 MT20HS 187/143 Weight: 180 Ib FT = 10% P'.: se �tv th h-t 3i Ift. — eb (S�F LEFx`} GEl tk4 TiTOD. ry Aj,m Ci3-1,N35 Ct SifHd i.l ° . Ed f, t. ,. 7001E!/ MFA. 2 iy 3, f j, , d M' 'S.I - .taut g E) J . nd 5ha ah ! eero u w s atr.� s k?d � m r � wr p a �,a�m „! f� t s r a� r m Teo to n a a � aesg"e a � i . -� � � 1....®nr rat r nie as Manuel Martinez, P.E. crese m . re- ."esMity ixt a c. ams'-' 4sdew« —Jn -d ao detatt rr d ::a -a P! a,f ,,.k �+unemt ti T t 4 x7.a-. fi>er ifr > rtbe #047182 Etrh F GNmefa utt d ae 4 Tt E ibrg B gr U we * t the {h4. fete i$ tce3t bu7ldmy ale and T'+F 1 The .+f ro� ttti T D mid yfifz.3 vbe o- Hr T T h i 9 fPra%,Ze t ! n a .d bra sYu_G {:e U-ainMLe z,Y, CM_uuvd+n;?eea+p er and Gcr.9rs*iw PG nn(es9e}aui arzlre.TbFtsnC theF�'G'�%eeanrl pwSsiv�e}�1h•+"rvu�iUjRg CP^I�neni Salely tntanr+e4..n •5SC51.T#^'.and S_.EAa*E refe+eMxa br pe..rtera4820 Fe(kVEW Dr i 4;,,t iia a o y s-auy eer.na risrter3ci,»a ,:nleee �trrerw .€ar ed try e, t ta.-t aad as.gr t Pms d rh spams`sv a tier me eon;9 ce one• o~ Tn;sssv-za xi enr,.nee. at ary a� aura: ut St Cloud, FL 34771 ^a;;F i� d terms a•s P., -f—, s T-i ! 0.P gh' 0391u A 4 Rawl rivssi. -Ra*.-mutton P' ih�s daCum rtt, m any io,Tn... Pre-h�rt�C yrire Y fte wnT¢rt PGmiSslan of F-1 R-1 Tr— .. Job Truss Truss Type Qty Ply WRMSCM1560B1L AO6 ROOF SPECIAL 1 I 1 A0286695 4 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 16 15:46:24 2019 Page 1 I D:ld_OOXyyT6l Bi_TXo 1jwHHzefvK-PFyYbOry48cCH7x4EL86auiDSN3ETBgUFYg9EMydOxj 7-6-4 11-10-12 , 19-0-0 25-0-1 30-5-12 38-0-09 4-p 1 4-0 7-6-4 4-4-8 7-1-4 6-0-1 5-5-11 7-6-4 4-a 6.00 12 5x6 = 3x6 = 6x6 = 2x4 II 48 Dead Load Defl. = 7/16 in 7-6-4 11-10-12 19-0-0 28-1-9 38-0-0 7-6-4 4-4-8 7-1-4 9-1-9 9-10-7 Plate Offsets (X,Y)-- [7:0-3-0,0-3-0),[9:0-1-14,Edgej,[14:0-5-8 0-4-81 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 0.71 Vert(LL) 0.49 11-13 >924 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.96 11-13 >474 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.57 9 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 193 lb FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except` 131,133: 2x4 SP No.2, B2: 2x4 SP No.3 WEBS 2x4 SP No.3 `Except" W3: 2x4 SP No.2 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 4-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2 = 1490/0-7-10 (min.0-1-12) 9 = 1490/0-7-10 (min.0-1-11) Max Horz 2 = 166(LC 11) Max Uplift 2 = -400(LC 12) 9 = -400(LC 13) Max Grav 2 = 1490(LC 1) 9 = 1490(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2649/1686, 3-4=-4340/2667, 4-5=-3153/1816, 5-6=-3052/1841, 6-7=-3136/1856, 7-8=-4315/2672, 8-9=-4678/2898 BOT CHORD 2-16=-1316/2291, 4-14=-233/447, 13-14=-2135/3999, 12-13=-1897/3634, 11 -1 2=-1 901 /3609, 9-11=-2479/4215 WEBS 3-16=-1451/920, 4-13=-1175/1004, WEBS 3-16=-1451/920, 4-13=-117511004, 6-13=-1286/2346, 7-13=-853/776, 7-11=-315/579, 8-11=-337/439, 14-16=-1566/2749, 3-14=-720/1562 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=4.2psf, h=15ft; 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) 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) 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 100 lb uplift at joint(s) except Qt=lb) 2=400, 9=400. LOAD CASE(S) Standard P sa Zfi ,ihty 5 M {y_t Roop ? LSfih&(', CLE G t R TERMS dAChDi Ct� J"T4M tX {"AUYEr.'1..GNlGi'2 _P lleln f9 4 ty ,a f d. d tW iP 77 ratdihE -++tyes i,e =h Itr hen W fh t d' it,T D h*it t Hor riafsz fb. t 14e,o be a O'r. h a t",. .t rut d.P enl 4 n �Sd ine i r. and 7;z re r..rt:r Tr d o eid A. o fag a n Es b+�ir 9.i tan t earihs= d2a6—�+r+ye �TDsD Manuel Marinez, P.E. Teana ge g illhd.M1 1 IM 1 r31x IA r ibvil! H d-4?P1 Ti,' gPiih ZBD ! Yf #047182 h :>;:tez,. aca,ns Deng n.. Gor,rnn otex.sM uai nlre ,CD-sna to P b✓:q-s±d9 a i(hp-ai tY.3af ngCw,�a nt.ra(etSiafa at,wn t85G)pitr n-d bV TP.-e S fA a�t'reitrervseG br{•,ener - f s a "rt+ t a h iti vF yw d 4620 Parkl,ew or x-tssLyanps�- ,. r sye„.,^tY>m, ray f, a u_ns.� a, n,s_sY; a a,eeior r,t,� o.�„: ,:.ii St Cloud, FL 34771 a a: cap-'Wa-..t:rcns >.en>deEncdan T{'rF GaP4R3fit �2u1 AiRmii,u..s-.-Ra,.rndu�a, cf i�,s daCain r�i,.n eny r�m.S, HchiNYAaioyiry4'a",aeri# •neon cA li 3ioef3t�r..sas Job Truss Truss Type Qty Ply A0286696 WRMSCM1560B1L A07 ROOF SPECIAL 1 1 Job Reference (opt! 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. Mon Sep 16 15:46:25 2019 Page 1 ID:ld_0OXyyT61 Bi_TXol jwHHzefvK-tSVwpMsarSk3vH WGo3fL66FOCnPTCeveUCPimoydOxi 19-9-7 ,1-4-0 7-64 11-10-12 18-2-9 19-OrO 25-0-1 30-5-12 38-0-0 39-4-0 4-0 7-6-4 4-4-8 6-3-13 -9-4 5-2-10 5-5-11 7-6-4 -4- 6.00 12 5x8 Dead Load Defl. = 7/16 in 3x6 = 6x6 = 2x4 11 4x8 7-6-4 . 11-10-12 28-1-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.49 11-13 >924 360 TCDL 10.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.96 11-13 >474 240 BCLL 0.0 * Rep Stress Incr YES WB 0.89 Horz(CT) 0.57 9 n/a n/a BCDL 7.0 Code FBC2017ITP12014 Matrix-MSH LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 *Except* B1,B3: 2x4 SP No.2, B2: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP No.2 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 4-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1490/0-7-10 (min.0-1-12) 9 = 1490/0-7-10 (min. 0-1-11) Max Horz 2 = 166(LC 11) Max Uplift 2 — -400(LC 12) 9 = -400(LC 13) Max Grav 2 = 1490(LC 1) 9 = 1490(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2649/1686, 3-4=-4340/2667, 4-5=-3153/1816, 5-6=-3052/1841, 6-7=-3136/1856, 7-8=-4315/2672, 8-9=-4678/2898 BOT CHORD 2-16=-1316/2291, 4-14=-233/447, 13-14=-2135/3999, 12-13=-1897/3634, 11-12=-1901/3609, 9-11=-2479/4215 WEBS 3-16=-1451/920, 4-13=-1175/1004, WEBS 3-16=-1451/920, 4-13=-1175/1004, 7-13=-853/776, 7-11=-315/579, 8-11=-337/439, 14-16=-156612749, 3-14=-720/1562, 6-13=-1286/2346 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=4.2psf; h=15ft; 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) 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) 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 100 lb uplift at joint(s) except Qt=lb) 2=400, 9=400. LOAD CASE(S) Standard 38-0-0 PLATES GRIP MT20 244/190 MT20HS 1871143 Weight: 193 Ib FT = 10% riaaSB Jam + k A -!Au' MUSSE C`,-E "i GENE`, IERMSard. GO^61 O.S C:UT R(°aE'YEiij G�11CiM1"LFB AiFNS'"ismr,b NM+ r= to d d BRa M'sT ie c9 a fTU F +d ih¢ tisberg—' mfp vb baf tf is s;iner,a- .t-4 Ih T D tHyAp Bc� d.1plains E ha usedSdrfh TDDS be d .sa Das4,E.9 9£:.5:.e "vE'fim r3 Vse ai ny 'i3 t'ec.-nLare Manuel Marl nez,P.E. &. a TP£ f. wa T f -,B mina- £>e.�ncn ar}of M. #047182 C: hs O eY .rtr - d t n Br M 9 m V. W i fie iRC 0.Inc kC. 6 kri y vzdB e-.d T"i f Th xppra: tN T D - d Yt H se o. m 7 Wmg h dany stuff iv: twr. a d sl:afr i+e v g bMy sued::n;, 6asg rand G—Br FH—'..Set—an—TCt£t:¢ntl SrtB.pr--d punYe1'meg,»,11t; 5.M jCnmaa.nntS.£ y lnfonnaixz!BS5') p,, --by TP"ar... SEZA ,, ml— Sur 9enBrB. yvtd2nLe. TNA defines sntl 4620 ParkMew Dr ;w£ c,fua r,,,ss na ,.; spBaai+r Enoi--^ TNs,: —Wak omec. -B d.4-1 b, .. caM—t ems£ awn �—A�s L- au a»„s'=,n, vBa T- Spy Ay _.:yam— m NOT —. e..ae-9 0.�—a•.7— $yst— EnB— .1 am b.0,g. ki St Cloud, Fl. 34771 :alxkslxd3Brtns a�B a..d_6rrc,E:nTPi1 Cup92ht E' 2uiG A-1 i2c-:i TvssBs Ra mducEfcn d ihts tlacuaren., art}f- is ttthbRyd witnBdt M<wntfsry patraaNan A Ftfiafirvssas: Job Truss Truss Type Qty Ply WRMSCM1560BIL A08 ROOF SPECIAL 1 1 A0286697 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 MiTek Industries, Inc. Mon Sep 16 15:46:26 2019 Page 1 ID:ld OOXyyT61Bi_TXoljwHHzefvK-Le310isCclswXR5SLmAafJoaGAo4x51nis9GIFydOxh 1-4-p 7-6-4 , 11-10-12 , 16-4-0 19-0-0.21-8-0 25-0-1 , 30-5-12 38-0-0 �9-4f 1-4- 7-6-4 4 4-8 4-5-5 2-8-0 2-7-15 3-4-2 5-5-11 7-6-4 -4 5x10 MT20HS= 6.00 FIT 3x6 = 6x6 = 2x4 11 3x8 7-6-4 11-10-12 Dead Load Defl. = 3/8 in Plate Offsets (X,Y)-- [7:0-3-0,0-3-0], [9:0-0-10,Edge], [14:0-5-8,0-4-8] 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 0.69 Vert(LL) 0.46 11-13 >994 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.88 11-13 >516 240 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.51 9 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 191 lb FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP 240OF 2.0E *Except` B1: 2x4 SP No.2, 132: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-9-14 oc bracing. WEBS 1 Row at midpt 4-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1490/0-7-10 (min.0-1-12) 9 = 1490/0-7-10 (min.0-1-8) Max Horz 2 = -165(LC 10) Max Uplift 2 = -400(LC 12) 9 = -400(LC 13) Max Grav 2 = 1490(LC 1) 9 = 1490(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except whenshown. TOP CHORD 2-3=-2650/1686, 3-4=-4338/2666, 4-5=-3190/1839, 5-6=-3086/1861, 6-7=-3169/1875, 7-8=-4314/2671, 8-9=-4679/2899 BOT CHORD 2-16=-1317/2292, 4-14=-235/447, 13-14=-2130/3992, 12-13=-1896/3634, 11-12=-1899/3609, 9-11=-2480/4214 WEBS 3-16=-1451/921, 4-13=-1132/971, 7-13=-817/745, 7-11=-315/578, 8-11=-340/441,14-16=-1567/2749, WEBS 3-16=-1451/921, 4-13=-1 132/971, 7-13=-817/745, 7-11=-315/578, 8-11=-340/441, 14-16=-1567/2749, 3-14=-718/1558, 6-13=-1270/2322 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=4.2psf; h=15ft; 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 tail 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 100 lb uplift at joint(s) except Qt=lb) 2=400, 9=400. LOAD CASE(S) Standard 7h.Y .. Fe A-t AG7-Tklss: (`. tl ksi G t R,k TERMS dCG D3—,ttih-C�. TfY 9..fY �°9tIYE'') G tlOY.1FP6ME'.i"f ..6 ry j { ra rJ d t i� Tr DRvyt U {7ah d�1h¢ eb l tv a to li ee d t, u TOD sr n. error „tom a be used faf Tao to b a � , a �':e e g f Meg 4 ?1w 1 �. �� x _1S o Manuel Martinez, P.E. ec^e-^sn ih e! T _ 4 P zbi ty.l E d sag iYh 1d T. tle0 ct fti_TDD 3 ',.e TPbI TT d vg e 4 Ftl iced dU Gt4 I Yoh T to YB d 9's {h _tpc b'Y 113i_¢ ti047162 -Gc^, h OW W 'V d l el & Y ,g g 9 taith 1 P'Psia K CE. Ud pcnd dT�i1 TFe do a my O ig ,fC rtnxa Kf t t N Sr CO., 0 P h tl9 I 'fit it 3 gC ipa iS t lY iota oh 9SCi).g b abYT �.:er GA f .eC tap-.ers5 tl T Ito h the P 41 tl 4620 Park�iew Dr ¢ !h 'O y f S�st �Y p eHrpE` tixRv.arnure 1ih d by _C i leg ea -Pv ta36y Ips -Vice1 Th 5yrea.. .Y YJO Ae EaB�Pg,Cesy a ssSY $ mE.p Geer vE 7y bv.a ry:.:t1 St Cloud, FL 34771 tiy+otx_Settns «ra as daflnc..mTP=, tirpyrxjkf G^2n5&A 5RMY7:b se: Rw�.ix'us*cnv ih,s dPEuine75 o�.,n}Ys'rty.j ,.r.SFM,Fd Yc3 dt Ne umtteaf#r'n�ssan,nl �-1fia„f sv+.c Job Truss Truss Type Qty Ply WRMSCM1560BlL A09 ROOF SPECIAL 1 1 A0286698 Job Reference o tional A-1 Root I russes, Fort Pierce, Fl- 34946, designga1truss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 16 15:46:28 2019 Page 1 ID:ld OOXyyT61Bi_TXo1jwHHzefvK-H1B2ROuS8M7emkErTBD2kktuK_TEPzl4AAeMN7ydOxf ,1A-Q 7-6.4 , 11-10-12 , 14A 1 16-8-1 , 19-0-0 ,21-3-15,23-7-1525-0-1 30-5-12 + 38-0-0 1A-0 7-6A 4A-8 2-5-5 2A-0 2-3-15 2-3-15 2-4-0 1-4- 5-5.11 7-6-4 I-4- 6.00 F12 5x6 = 1.5x4 11 Dead Load Defl. = 7/16 in 85x6 /I 6 7 2x4 11 --S 3x6 1.5x4 II T q 9 3x8 MT20HS- 45 5 3x4!- 4 10 3x4 3 11 17 W2 5x8 = W9 0 N N 1615 5 v M 2 1 3 cL6x8 = Us MT20HS� 14 12tM 0 3.00 12 3x8 ; 1.5x4 11 20 19 3x6 = 6x6 = 2x4 II 3x8 19-1-12 7.6-4 1 11-10-12 , 18.10-4 19TO-0 25-0-1 28-1-9 30-5-12 , 38.0-0 7.6-4 44-8 6.11-8 0- - 2 5-10-5 3-1-8 2.4-3 7.6-4 0.1-12 Plate Offsets (X,Y) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.45 15-17 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.82 17-18 >555 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.51 12 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix-MSH Weight: 204 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T5: 2x4 SP M 30 BOT CHORD 2x4 SP 240OF 2.0E *Except* B1: 2x4 SP No.2, 132: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-10-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1490/0-7-10 (min. 0-1-12) 12 = 1490/0-7-10 (min.0-1-8) Max Horz 2 =-147(LC 10) Max Uplift 2 =-385(LC 12) 12 =-385(LC 13) Max Grav 2 = 1490(LC 1) 12 = 1490(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2654/1667, 3-4=-4164/2502, 4-5=-4068/2516, 5-6=-4195/2687, 8-9=-4018/2571, 9-10=-3952/2402, 10-11=-4023/2384, 11-12=-4652/2817, 6-7=-3504/2089, 7-8=-3504/2089 BOT CHORD 2-20=-1300/2296, 5-18=-253/307, 17-18=-1364/3106, 16-17=-1344/3097, 15-16=-1351/3078, 14-15=-2410/4200, 12-14=-2404/4184 WEBS 3-20=-1391/874, 6-17=-369/956, 8-17=-393/974, 8-15=-789/936, WEBS 3-20=-1391/874, 6-17=-369/956, 8-17=-393/974, 8-15=-789/936, 18-20=-1531/2723, 3-18=-591/1396, 6-18=-876/1043, 9-15=-306/346, 11-15=-575/572 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=4.2psf; h=15ft; 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) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=385, 12=385. LOAD CASE(S) Standard J� Afeasa *n shy inn `H-i Hvi?"T£t1,55kflfS StFRy 'Enm4t 'IE MS and COFOMONSOV TOM R('8UYER-).,i'Ktlid i:Et# .AF.4T"farn L 1y ,jra to tl .3d idsT Oaf 11a VODf .dit rn a, ibn — u ,ess ct timt�d . rN TOD -y A.1 nn co, ., ale1e rav ae us f 1H TOO M bn iaf:a Fs a a � eng;•, 6,,g h a 'rR N Ere 2 ih i sny T3 r`�ants n : Manuel Martinez, P.E. ...es a<m s. e i�wnaa(=na uoa1mbdgf t d r:f�ofin ..a, kTl—+-�—learne70D t ao TP11 Tr a pi ,>oai, anoa w �Mr 3 f1n T �. ys a s m+ a.�wo a>>%Msarme #047182 a ,use trn*,* ..v a rse s e., �.1 s��a .ownaslwme rc inn sc w:ai w,,,�s as .tea T"'I+Ther arP. rm n� `.a yrwrr o=e afu T „wa3: n .,� e..r=� 1 ae,n.a �r,ttt�P.0 xiu7,. 5vca,n„ an a a=aku co�4 aor a nrnex_se1 au:,n ve rc+G arw mn,= a;Ky . d Anne, �t r e��;n co�,im7�-n,t saleFy tPran su..�. ;esi3i Pr v....�,-a br rrr a a skcn Ere+a�n. ror an,diy� an aai-1 arnPea <na �sv=,a�1a�d+E� a;,o 4620 ParM6ew Dr W1 rm D y sP«;a� y e a� °..ue ti Ma„vs a•,: i mr;.amsn ac .e Y s. r i aka ,=Pn .ty, t~r 1 Pe.m m tifivea Th. s s r ,n N mn Hadsng T:z�sna- a'rtisa sr.in,n a a.*«n; nr enr w:ta;..4::�i St Cloud, FL 34771 apt..lree5 Fsems a.a as a,t-4 m TP. f GvPY+°eh! 0 2018 R 1 R-I T:assas f 1h,s daGumeh., u, a y tP.ir, rs —t bM1 ed...O iht mmttnn Perm —. of 11 R-f 7russ•-5 Job Truss Truss Type Qty Ply WRMSCM1560B1L A10 Hip 1 1 A0286699 Job Reference (optional H-1 KooT i russes, Fort Tierce, FL 34946, design@altruss.com Hun: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 16 15:46:29 2019 Page 1 I D:ld_00XyyT61 Bi_TXo 1 jwHHzefvK-IDIRejv4vgFUOup11 vkH HyQ4GOqu8Tq DPgNwvaydOxe 14-8-1 1-4-Q 7-3-9 11-10-12 12-4-0 19-0-0 23-3-15 25-8-0 , 28-7.31-7-1 38-0-0 39-4-0 i 4-0 7-3-9 4-7-2 0.5-4 2-4-0 4-3-15 4-3-15 2-4.0 2-11-98 2-11-9 6-4-15--�14-0' 5x6 11 6.00 12 1.5x4 11 5x6 // Dead Load Defl. = 7116 in 4x6 � 6 46 7�- - — T� 7 8 4 5x6 3x4 4 3 W2 W 17 6 16 6x8 = 15 14 8 g 1.5x4 II 10 0 N h in 2 1PH 0 3x4 = 3 AW 3.00 12 46 3x4 ; 13 3x4 zz� 11 I 20 19 3x6 = 46 = 2x4 11 3x8 7-3-9 11-10-12 14-8-1 , 19-0-0 23-3-15 25-8-0 31-7-1 38-0-0 7-3-9 4-7-2 2-9-5 4-3-15 4-3-15 2 4-0 5-11-2 6 4-15 Plate Offsets (X,Y)-- [4:0-3-0,Edge] [9:0-3-0,0-3-0] [11:0-0-10 Edge] [18:0-54Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0.77 Vert(LL) 0.49 16 >940 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.88 16 >516 240 BCLL 0.0 * Rep Stress Incr YES WB 0.71 Horz(CT) 0.56 11 n/a n/a BCDL 7.0 Code FBC2017TTP12014 Matrix -MS Weight: 202 lb FT = 10% LUMBER - TOP CHORD 2x4 SP M 30 *Except* T2,T1: 2x4 SP No.2 BOT CHORD 2x4 SP 240OF 2.0E *Except* B1: 2x4 SP No.2, B2: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-10-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 149010-7-10 (min.0-1-12) 11 = 1490/0-7-10 (min. 0-1-8) Max Horz 2 = -131(LC 10) Max Uplift 2 = -371(LC 12) 11 = -371(LC 13) Max Grav 2 = 1490(LC 1) 11 = 1490(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2665/1655, 3-4=-4180/2468, 4-5=-4099/2483, 5-6=-3712/2217, 6-7=-4761/2730, 7-8=-4761/2730, 8-9=-3782/2189, 9-10=-4541/2886, 10-1 1=-4651/2765 BOT CHORD 2-20=-1294/2309, 5-18=-252/353, 17-18=-1907/3788, 16-17=-1544/3375, 15-16=-1547/3396, 14-15=-1555/3382, 13-14=-2203/4032, 11-13=-2365/4179 WEBS 3-20=-1336/842, 18-20=-151212693, 7-16=-269/219, 3-18=-565/1382, WEBS 3-20=-13361842, 18-20=-1512/2693, 7-16=-269/219, 3-18=-565/1382, 6-17=-343/474, 8-14=-261/455, 6-16=-858/1772, 8-16=-846/1745, 9-14=-614/629, 9-13=-253/304, 5-17=-520/466 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=4.2psf; h=15ft; 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. 6) Bearing atjoint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 2=371, 11=371. LOAD CASE(S) Standard n,iAA ROOF Tos t LLA }ENPTEAB ee C'CK' for ,-AvtichtEl7Ct tE'.i"-f L rY %� 9. r ^y a oM m .Je [1 iro 33 a m the T os t< s<a Das{aE s_-aa� i r.5� Manuel Martinez, P.E. thea y _ r., no bllty7o d fne skT a-J��a t TDD. y nde T I-s Trza . as ?i t j.r at :. slax arm T t eys✓�i a t.. r^iw br 1 fine- #047182 -P. .h O ss13 9 t t} B 1 q: L`a '8 .aciNevtiM i M f G'ih*18G tccatb :i! y d ilT"Ri The ?a iifi TOJ as yfi�ry c�oilni.T S,rh 3 95U+ d i i di rd Lta Y:", 3ieL ?u a�7.i er.-!_�rrnb.a.ti;q+a .,deFS.nCeilxa i. xY 4Gt✓1 ?irvt ht- Et2t.1rtrEA 772n- d . R4.f= a I hsPa;}r-iFn �zta®nqJy C r>a.Tdy'tWaisa. aFf:t+Tfifia-irLt::tdySa. bVyTno,naoli teF2Gat"a'aws9aG5oGa}p:?-€eurdmtnT,.hasndnSbpepei:fTFFiiig- Ckti' GFfe er Xatilba�+gp 'ile r95 dm... �,as -..6- }A�4t ia Sh tehar Pf TMYta b_^-y a 4620 Park\,ew or pDp a : AQ St Cloud, FL 3,4771A + �!s Hh S fa-1-11-2—M-iXVT tfiaf?eussas n Job Truss Truss Type Qty Ply WRWCM1560BIL A11 Hip 1 1 A0286700 Job Reference o tional H-1 KooT Trusses, ron rlerce, rL l54`d4u, eesignLaluuss.com 1-4-0 6-7-4 Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 16 15:46:30 2019 Page 1 I D:ld_OOXyyT61 Bi_TXo1jwHHzefvK-EPJ ps3vig_NL?2ODacFWp9yM IoHFtwRNdU7TROydOxd 1-9-11' 2-1-3 ' 2-11-11 ' 3-1-7 ' 6-6-15 Dead Load Defl. = 3/8 in 6x6 = 4x4 = 5x8 = 2x4 II 4x4 = 6x6 = 4 5 6 7 8 9 22 20 '" "" 19 18 3x6 — 1.5x4 11 3x6 = 3x8 = 6x8 = 2x4 11 48 6-7-4 12-8-0 17-0-9 19-2-0, 21-5-3 25 4-0 31-5-1 38-0-0 6-7-4 6-0-12 4 4-9 2-1-7 2-3-3 3-10-13 6-1-2 6-6-15 Plate Offsets (X,Y)-- [4:0-3-0,0 2-7],[6:0-2-4,0-2-0],[9:0-3-0 0 2-7],[12:0-2-15,0-0-10],[17:0-2-4,0 4-12],[19:0-1-8,0-2-0] 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 0.30 Vert(LL) -0.41 18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.76 18 >598 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(CT) 0.45 12 n/a n/a BCDL 7.0 Code FBC2017ITP12014 Matrix -MS Weight: 246 lb FT = 10% LUMBER - TOP CHORD 2x4 SP 2400F 2.0E *Except* T2: 2x6 SP 2400F 2.0E BOT CHORD 2x4 SP 2400F 2.0E `Except* B4,B5: 2x6 SP 2400F 2.0E WEBS 2x4 SP M 30 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-19 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1490/0-7-10 (min.0-1-8) 12 = 1490/0-7-10 (min. 0-1-8) Max Horz 2 =-114(LC 10) Max Uplift 2 =-354(LC 12) 12 =-354(LC 13) Max Grav 2 = 1490(LC 1) 12 = 1490(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2704/1665, 3-4=-2179/1418, 4-5=-1888/1354, 5-6=-2071/1463, 6-7=-5615/3204, 7-8=-5649/3220, 8-9=-3715/2225, 9-10=-4103/2393, 10-11=-4749/2981, 11-12=-4790/2830 BOT CHORD 2-22=-1318/2354, 21-22=-1318/2354, 20-21=-1318/2354, 20-29=-1025/2077, 29-30=-1025/2077, 19-30=-1025/2077, 16-17=-2319/4733, 15-16=-2146/4089, 14-15=-2151/4070, 12-14=-2428/4338 WEBS 3-20=-555/495, 4-20=-415/734, WEBS 3-20=-555/495, 4-20=-415/734, 9-16=-955/1705, 11-14=-236/311, 6-19=-3795/1935, 5-20=-531/268, 8-16=-1713/913, 8-17=-788/1576, 17-19=-2124/4332, 6-17=-2531/5150, 10-14=-407/418, 10-16=-364/388 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=4.2psf; h=15ft; Cat. 11; Exp 8; 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 = 7.Opsf. 6) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=354, 12=354. LOAD CASE(S) Standard a ssq tt jtvY m« M H-f ft,s(Ts?Rtf5ik4 CSE t.ER j C,ENERAL i ERMS aaa COND1 Gt & CVUOM R r'B YER'}.,CKtlGdr'Lta CtEhi f rm 1 ay 6" ra f s i .ad i this T ae ! am a (TO ) nd tt,e s>r>ty e s :n t frefpre tr I sr tat-d A, m r^a otny xaa aa�ta, alas t na „s t t e?.,c ;o fr< e£•a a - Dssy E g Manuel Martinez, P.E. ,txary.}st .1th >ei+ dam,,sore§-'tea mf t Tr d-as>4tr o rr .a-;, a dlE ofT fs -yB Wt, g cA,fga;.:y of me #047182 C+»^ the GHme+'e U fr,7 x3 M S¢enY �'a3 ath»cn xt the (4ir; the iBG, iesat bu l3ngcWuted TP t This apAC�r titre YDa 9 yfeH by TP, ffi T .3 3�,t F• '+`r9-5M=ad t nC t PLra y; 1a bs , p,mes d aTlh- 5 —� D sy C ,A t ..set aN an Y,e TaCta d Eh aero a tl 9 `de�+t=scf t rc Hut.J.rvy Co^.�pw,.e I Sefety inf aM ;89 ).� b.:z�eE by T('i .x! CR referencetl t r gerte g C ?PFt C tu,e the. pc s„ Yli s. snd 4620 ParkVew Or re Dill rth T D g S,.ecai y E gtrre.r and Swta 0.1arsN. tyre 1 es efheTw def 6y 5 Go fa3 sp�+d ,� n awtT+.g by I pains vmoea The Spe�etiY 9 1d,Gi txr H:r�wngCasgne a� Trv§s Sygten E�a�iesr of sny bu'h,pg: All St Cloud, FL 34771 tam`=ige., farm. 2.a as d4hTctr it?ri 3 Cap>h•ahF 42Ui6 A 9 R�i>f?xuss¢. ^�eato,tuaw of Mrs tratgnn s, m any ionn rs p�4$a�.tr eWCo3f dee»mdAn pm,. sbtn NF-t iw{ 7tusa.3s Job Truss Truss Type Qty Ply WRMSCM1560BIL Al2 Hip 1 1 A0286701 A_1 Rnnf Tr.0000 cnw o�a�,.e n oenna ,,,...t,...r,,.,._.__ ___ Job Reference o tional ---- - - - - d•,� a,rf. 6.4 f u � ,vrdy t o 20 f o Frill 8.2 i 0 s May 10 zu72i MI l eK meustrles, Inc. Mon Sep 16 15:46:31 2019 Page 1 I D:ld_OOXyyT61 Bi-TXo 1jwH HzefvK-ictB3PwLRHVCd CZQ8KmIM NVTKBa FeMoWs8sOz5ydOxc r1-4-Q 5-9-4 11-0-0 14-8-3 18-2-9 21-5-3 24-0-13 , 27-0-0 32 3 1 38 0 0 39-4 0 1-4-0 5-9-4 5-2-12 3-8-2 3-6-6 3-2-10 2-7-11 2-11-3 5-3-2 5-8-15 1-4-0 5x8 = 4x4 = 5x12 = 5x6 = 5x6 = 5x8 // Dead Load Defl. = 7/16 in 3x6 = 3x4 = 3x6 = 5x8 = 3x4 II 4x8 zz 3x4 = 11-0-0 4-8-3 24-0-1; 2-7-11 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 0.54 Vert(LL) 0.53 16 >853 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.98 16 >466 240 MT20HS 187/143 BCLL 0.0 " Rep Stress Incr YES WB 0.80 Horz(CT) 0.51 11 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS Weight: 249 Ib FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x6 SP 240OF 2.0E T3: 2x4 SP 240OF 2.0E BOT CHORD 2x6 SP 240OF 2.0E *Except* B1,B2: 2x4 SP 240OF 2.0E WEBS 2x4 SP 240OF 2.0E BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-10-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1489/0-7-10 (min.0-1-8) 11 = 1489/0-7-10 (min.0-1-8) Max Horz 2 = -101(LC 10) Max Uplift 2 = -340(LC 12) 11 = -340(LC 13) Max Grav 2 - 1489(LC 1) 11 = 1489(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2679/1701, 3-4=-2317/1457, 4-5=-2313/1576, 5-6=-2441/1644, 6-7=-8194/4589, 7-8=-8739/4865, 8-9=-5950/3417, 9-10=-4394/2519, 10-11=-4821/2858 BOT CHORD 2-21=-1364/2361, 20-21=-978/2009, 19-20=-978/2009, 18-19=-1181/2310, 7-16=-112/324,15-16=-3099/6097, 14-15=-1994/3989, 13-14=-2490/4410, 11-13=-2470/4374 WEBS 3-21=-408/447, 4-21=-127/439, WEBS 3-21=-408/447, 4-21=-127/439, 6-16=-3226/6301, 6-18=-3066/1648, 16-18=-1859/3630, 8-15=-1856/1014, 9-15=-1346/2562, 9-14=-154/304, 10-14=-433/470, 8-16=-1630/3138, 5-19=-519/301, 5-18=-132/308, 4-19=-368/637 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=4.2psf; h=15ft; 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) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing atjoint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=340, 11=340. LOAD CASE(S) Standard iy 5 tfn YtY it h-ih NJ.r I.S FS(S LL Rp t '.;'1 ET<N6 rd t'r`D7T Csf GTf3M f3 ("if t£'.} GVNCtk2 DS dFS`F"/ L #y 3...f d d S rc - 'Sx s�.a 4 OD).. dih i Sy-En4 Its# U i d in T R n qsr Fla t I h a# 7 D 6 dA. . T D g E g q (I T?? s r, Manuel Martinez, P.E. lfi P in 1 A P 4 gp1y{ d 3 th8amyl a p d nLh-TDD.a Y de 7s'E:k t d g su pi r '. - Jt 31if} d .[ih T f rY8 ed 4 {he rt.tW^y e Dn^,eT F&�xmv iF d # J 8 1 9:C 9 m1h -' t ih RID, ,iMIHCl',w ISg d dl'+t17h� 1Y i-r TD3 Banff d ReT Jh Y to d. 1 # ALra y hW&e'U pn.3.LTY #047182 ,51he3# a0 De- C.[n p h dp di jfY- ( gCb ,p, tSatt t _ st SSY) uti. dtrp TN .SS5Ck f e edfip 3.s d Ftd fi !h p 4Les Pnd 4620 Par�ew Or 3 S I,yE)r QTry fA t p 'r, I ath de 4Y :G 1 Saa edW-L'n9hP: IPa^ rrvcC.Tn Sf+e t3-n i1Qr'!.M Pwf.,sngy�es5 ermiNssSYsS E O..e9rOf'anY .b,�g F.IE $iCilOtld,rL 34T/1 -..r/..a#xdfahns r�cd zn T. i3 �pYn,�hi F'2,GA i32ri T,vS e. Re..:udwJ..'c5ctn..daauaieL ant 3atr:;i. Frataitadm3ovt u;r<amnan pc-imt s.an art lfiD:f Fru.s_o: -' Job Truss Truss Type Qty Ply WRMSCM1560B1L A13 Hip 1 1 A0286702 Job Reference (optional) H-1 moot l russes, t-on Fierce, I-L 3494ti, deslgn((Ualtruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 16 15:46:32 2019 Page 1 ID:Id_OOXyyT61Bi_TXoljwHHzefvK-AoRZHb¢Cbd3FMYci1 H_ua1 hgbyJLr2g5ocaWvydOxb 9-0.0 1-4-0 4-0-15 , 74-7 8.4-7 i 13-4-7 1(+-2a4 17-5-8 119d-8, 24-2-4 $5-3-4 29-0-0 , 33-0-0 1 38-0-0 9-4-� '1-44 4-0-15 3-3-8 •0- 4-0-7 0'-9- 3 3-3-4 1.11.0 4-9-12 -1- 3-8-12 4-0-0 5-0.0 194-0 0-7-9 3x8 = 6x6 6.00 12 3x4 � 5 1.5x4 11 3x6 = 1.5x4 11 6x6 6 7 8 9 3x4 = 10 11 T9 __._____ T2_____ _... 3x4 4 3x4 3W5 W5 12 T 1 4 26 25 24 32 31 29 26 4x8 — 2x4 II 23 20 21 19 18 17 16 15 3x6 = 3x6 3x6 — 4x4 = 1.5x4 11 2x4 11 3x6 11 4x8 = 1.5x4 11 = 5x8 = 4x4 = 7x8 = 3x4 = 2x4 11 2x4 11 3x4 11 9-0-0 8-4-7 19-6-021-8.3 4-0-15 7-4-7 8-2.1,5 13-4-7 17-5-8 19-4-8$p-4i8 , 25-3-4 , 29-0-0 33-0-0 38.0-0 , ' 4-0-15 3.3-8 •10- 4-4-7 4-1.0 1.11-0 -10-8 3-7-0 3-8-12 0.1.8 0-1-8 1-3.12 :0-5-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 2 I.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.06 15-38 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.07 28 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.02 13 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* B2: 2x6 SP No.2, 133: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 734/0-7-10 (min.0-1-8) 19 = 1771/0-7-10 (min. 0-2-1) 13 = 482/0-7-10 (min. 0-1-8) Max Horz 2 = -85(LC 10) Max Uplift 2 = -202(LC 12) 19 = -710(LC 9) 13 = -307(LC 8) Max Grav 2 = 750(LC 23) 19 = 1771(LC 1) 13 = 512(LC 24) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1180/643, 3-4=-1059/566, 4-5=-889/511, 5-6=-610/338, 6-7=-610/338, 7-8=-526/809, 8-9=-526/809, 9-10=-518/800, 10-11=0/251, 11-12=-261 /541, 12-13=-625/957 BOT CHORD 2-32=-425/1015, 27-30=-176/714, 26-27=-265/913, 25-26=-147/790, 24-25=-40/378, 22-24=-40/378, 21-22=0/283, 18-19=-423/370, 16-17=-732/512, 15-16=-732/512, BOT CHORD 2-32=-425/1015, 27-30=-176/714, 26-27=-265/913, 25-26=-147/790, 24-25=-40/378, 22-24=-40/378, 21-22=0/283, 18-19=-423/370, 16-17=-732/512, 15-16=-732/512, 13-15=-732/512 WEBS 19-21=-170911450, 11-17=-483/278, 5-26=-210/369, 30-32=-330/800, 12-17=-394/630, 6-25=-272/233, 5-25=-261/202, 7-25=-484/733, 7-21 =-1 130/680, 10-18=-535/392, 18-21=-232/267, 10-21=-858/1012, 11-18=-512/546 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=4.2psf; h=15ft; 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 right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=202, 19=710, 13=307. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 248 Ib FT = 10% � F�ae»2.f n�*r 'wwth ki RYX rTfiL5 Efr{tiE t.i=A"} C' mf .RAL 9eAMS rd GCfxnl 1phS L' hTOM R{°6UYFA }.+GKtrGi+NLut' ME"kT^fmm.b Hx» qn pa t .d d A- iFu i �x sr Pavrng 3F)1 dfh Ergt i -f— umcnhe _Wd T'^o Rh eo,ne:;+�. Pea s a� t_ „s d r , the r a . be �d� T a T E e a —1 on —Y TOD Manuel Martinez, P.E. r» m c. sneer p��av�ny:I es y. _ toT .rv_s deaf «�+Tco �,.ce, Tpt s Tr d 3 _ ae N - w�ums a t 'xii w .i �y or t• *a . r 6 aaat ta�.�spa r�.uy oche # 047182 C,— "6rM s ull d 4 Ve 6,0g mthi WxW a t"IRC, the IS wat FW tSng ux7e aW TPa i 1h dP aa3 tha Too said yfs-W _Mv T mwu3Mh HsW 1 aRLr-4 L.9-ry b" Le 0s.pems3klKy Pa i e� a, g o d e ,P Ai t . of sr nci ynd m ya-e a n aw i • :,r:r s , nyc«„P,. f Snl iy irr tssra3au u�a nps+ sea .e ref a..� rw e m _ to t a ime age. p ,fro and 4620 ParkNew Dr ,t 1tb oa ips Eli y e a ..tee T MxnVr .,.e —1— .era w by a, c t t nm,d „pr ,emns by ! pa"^ mw: d Th. S wv m HOT :�' ep,a oy Nine w ,.,,_ram srssem .,d arr t,_dmy: ru St Cloud, FL 34771 cap'.aAad}etm '.., C:-d n TRx C.rp'4ht F co t6 A i R-f Tn✓..aes RpNCuc9mn elnx doG any fo ", Psuh%N=:¢__N .arntten pennrssi-dA-t Roc[7russ-s Job Truss Truss Type Qty Ply WRMSCM1560B1L A14G Hip Girder 1 1 A0286703 �. Job Reference o tional A-1 Roof Trusses, Fort Fierce, FL 34946, design@altruss.com 4-0-0 Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon ID:Id 0OXyyT61Bi_TXoljwHHzefvK-6BYKhRzDkCtnUfi?pSV 3-10-1 19-4-7 25-2-3 -3-1 31-0-0 34-1-5 11-10 2-6-6 5-9-12 1-1- 4-8-4 3-1-5 1.5x4 11 16 15:46:34 2019 Page 1 Dead Load Defl. = 118 in 44= 3x6 II L5 4x10 = ca4 n G1 J 52 53 16 '-54 55 = 3x6 = 3x4 II 3x6 I I3x8 5x6 = 3x6 = 5x8 = 2x4 11 8x12 = 2x4 II 3x4 11 8-4-6 19-5-15 21-8-3 4-0-0 7-0-0 i8-2-1 11-11-15 13-10-7 16.10-1 19-4-7 0-4-7 26.3-12 26 -2 31-0-0 38.0-0 4-0.0 3-0-0 1-2-1 3-7-8 1-10-8 2-11.10 2-6-6 0- -8 1-3-1 4-7-8 0-6-6 4-7-14 7-0-0 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 0.98 Vert(LL) 0.13 23-24 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.22 23-24 >999 240 BCLL 0.0 * Rep Stress Incr NO WB 0.72 Horz(CT) 0.07 12 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS Weight: 229 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 132: 2x6 SP No.2, 133: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W8: 2x6 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-0-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-2-13 oc bracing. WEBS 1 Row at midpt 6-19, 9-19 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1304/0-7-10 (min.0-1-9) 17 = 389310-7-10 (min.0-4-9) 12 - 74510-7-10 (min. 0-1-8) Max Horz 2 = -69(LC 6) Max Uplift 2 = -452(LC 8) 17 = -2047(LC 5) 12 = -582(LC 4) Max Grav 2 = 1310(LC 19) 17 = 3893(LC 1) 12 = 756(LC 20) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2379/815, 3-4=-2603/924, 4-36=-2318/846, 36-37=-2318/846, 5-37=-2318/846, 5-38=-2318/846, 38-39=-2318/846, 6-39=-2318/846, 6-40=-925/2049, 40-41=-925/2049, 7-41=-925/2049, 7-8=-932/2058, 8-42=-932/2058, 9-42=-932/2058, 9-43=-832/917, 43-44=-832/917, 10-44=-832/917, 10-11=-972/996, Continued on page 2 TOP CHORD 2-3=-2379/815, 3-4=-2603/924, 4-36=-2318/846, 36-37=-2318/846, 5-37=-2318/846, 5-38=-2318/846, 38-39=-2318/846, 6-39=-2318/846, 6-40=-925/2049, 40-41=-925/2049, 7-41=-925/2049, 7-8=-932/2058, 842=-932/2058, 9-42=-932/2058, 943=-832/917, 43-44=-832/917, 10-44=-8321917, 10-11=-972/996, 11-12=-1182/1050 BOT CHORD 2-29=-716/2082, 28-29=-120/292, 24-27=-706/2154, 24-45=-791/2353, 45-46=-791/2353, 2346=-791/2353, 23-47=-100/691, 47-48=-100/691, 22-48=-100/691, 2249=-100/691, 20-49=-100/691, 20-50=-156/901, 19-50=-156/901, 17-52=-1109/496, 52-53=-11091496, 16-53=-1109/496, 15-16=-1109/496, 15-54=-371/40, 54-55=-371/40,14-55=-371/40, 12-14=-894/1022 WEBS 17-19=-3653/1872, 7-19=-497/314, 27-28=-33/415, 4-27=-135/692, 5-23=-594/362, 6-22=0/295, 6-23=-786/1893, 6-19=-3163/1277, 9-15=-220/319, 15-19=-853/1137, 9-19=-2382/1577, 3-29=-374/165, 27-29=-610/1832, 3-27=-263/355, 9-14=-567/1025 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=4.2psf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=452, 17=2047, 12=582. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 239 lb down and 249 lb up at 7-0-0, 106 lb down and 116 lb up at 9-0-12, 106 lb down and 116 lb up at 11-0-12 , 106 lb down and 116 lb up at 13-0-12, 106 lb down and 116 lb up at 15-0-12, 106 lb down and 116 lb up at 17-0-12, 106 lb down and 116 lb up at 19-0-12, 118 lb down and 129 lb up at 21-0-12, 44 lb down and 71 lb up at 22-11-4, 44 lb down and 71 lb up at 24-11-4, 44 lb down and 71 lb up at 26-11-4, and 44 lb down and 71 lb up at 28-11-4, and 152 lb down and 194 lb up at 31-0-0 on top chord, and 311 lb down and 69 lb up at 7-1-12, 84 lb down and 21 lb up at 9-0-12, 84 lb down and 21 lb up at 11-0-12, 84 lb down and 21 lb up at 13-0-12, 84 lb down and 21 lb up at 15-0-12, 84 lb down and 21 lb up at 17-0-12, 84 lb down and 21 lb up at 19-0-12, 77 lb down at 21-0-12, 145 lb down and 139 lb up at 22-11-4, 145 lb down and 139 lb up at 24-11-4, 145 lb down and 139 lb up at 26-11-4, and 145 lb down and 139 lb up at 28-11-4, and 399 lb down and 393 lb up at 30-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 14=-60, 4-10=-60, 10-13=-60, 26-30=-14, 25-26=-14, 20-24=-14, 18-21=-14, 18-33=-14 Concentrated Loads (lb) A .tfi'cU JhY � U tAGf).3'3LSSFS iS L fs"j C f ER,- iEM'S dt'{P£6i dM1&CJ.STGi9 H'('8'JYER°j.,G tfGih3: .G ttE 1i^t L iy Gz *,J. 3 d ih' m Apsr i1 a9 {Try7j. aft, _-nxEsv t 6 .i Fe Pr Y- ^+11 na iy ._t J $ YtJrs;Ar,Qe g UI ih- Wfrny t iEh�iafa C:Pan 18Ga k r1y6FyW g am.iF'l'{-tr Jna aarntn T c5d a o a:Es: 3i -zYEs 4.!h rTa c `k Man uelMartinez , P.E. z te l Aie Cg047182 The 2p tih T J s3a Ifr-hi SItreT h Si 8 5Iq j. I fic� -RI Gta :y shall Lett rn 1,n1�LY :tw zfl ae J n J t v ca cm a -c -'a9 I txr gco:7po tszr epl r� et, tr>s ly puo any T£'R:., cp f wa,? ,.,y a a a n ti Pe„�-iro v-4 4620 ParkUew Or lx f1 T D S �F 1y g d ry to Praz.-'eres i; Mh "� wt EysG 9uarExJ pyn jng LyraI Ps''- vd'{' a;; tY 1JU�f $J(an93i,.Rg rsas S{at Egg neai of: ,ry}ry $t Cloud, FL 34771 mx -sue i.:v9..xms 3m u.IXsbncd n I Fz t .ap3rs ,. 324JG A i Rasf'Ixusses R�-uc�c� , this aacvn m. .fi arty 7a1n4; 3, C?chaff_a riaJgo Y Nc q^it`es Pumt Sian n7 t Job Truss Truss Type Oty Ply WRMSCM1560B1L A14G Hip Girder 1 1 A0286703 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 16 15:46:34 2019 Page 2 I D:ld_OOXyyT6iBi_TXo 1 jwHHzefvK-6BYKhRzDkCtnUfi?pSKS_?7shPYgpkgzY65hanydOxZ LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=-192(B) 8=-31(B) 10=-105(B) 28=-311(B) 14=-399(B) 22=-73(B) 6=-106(B) 36=-106(B) 37=-106(B) 38=-106(B) 39=-106(B) 40=-106(B) 41=-1 18(B) 42=-31(B) 43=-31(B) 44=-31(B) 45=-73(B) 46=-73(B) 47=-73(B) 48=-73(B) 49=-73(B) 50=-56(B) 52=-145(B) 53=-145(B) 54=-145(B) 55=-145(B) 4"'xx9a Eisa,wv3hY it H-1 HCX) TR(,S t4i4 LLEwj GetgLR. Ie.Rms rd COUDt'i'Mt OU6TM fF {`EtJYE»°j ACW4V*1EGCWM t .L ry 'l ..... { and eA i th'sF r— uxau9Sdf) �xrM fhz 5€..�+' T.'ens dh t utsz"t e s.,pa e:,tn TDD NYNn �.Plw sr..ab..-d ueaatl.Lfa d a a a:En9 mot10. x —><xc• Manuel Martinez, P.E. ec th z t. �e*w - c �—bWyt in. de xrsatthes g� zrs aaaae,: oa tr-,Do d tTP! t TY a "rse pt s wain- dr - r-afr d .ene F f s yB tng..n —M p m yofthe #047182 saw^, ,tFa CHmca''s ,ea d 3 t Yr e.r W..!3.Oxy in the.-0 tlithe ERG, o. tec wtae txv Ft Ztt and", TN t.—at T.. TDD xna YVc'Pj..uai T ... m h ,om, atozaa .aaat-x Ab .v:y aF.atEL U w MR, ;c-.aw aor� nenty Era*u tori r_: r nt nnteaseE oq{,n we Tx�ra rma me o*xsn�s xrsa Ef�ssu. y:;f.rr aa, r,s �, P ..rt safsty trsron�rv; tssct3 P„a Ewa ny 7f ee�u sacnmtr reE r,�m to= ee.a ywaznar. r. f-t den i renc>�s:D+L�es ana 4620 ParkView or �svt rttm T a o s xay s u,. �.;a a raa�{sa>, t ,he<r, E <a hg c �xa �a«-f�ski' ua' ;vea r sfs' tsar re svadrag y,e, a< ss srsLe� e.reew or xm a„ dr.: Ai St Cloud, FL 34771 tat:c{ai,:eE tercnsa+a a.. a�tncx'xn TTr K.ripyr"�ht&'1�i6A tRco€Teusses-Rc-&roCucLa,m'in,s datiumeoS kt anYfA'T is cr=E'�¢'+'1++n. it Stlss, mCsr pom..sgn Gf C:t Ro:.f T.�zses: . Job Truss Truss Type Qty Ply WRMSCM1560B1L B01G Hip Girder 1 1 A0286704 Job Reference (optional) A-i Root trusses, Fort Pierce, FL 34946, design@altruss.com Hun: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 16 15:46:36 2019 Page 1 ID:Id_OOXyyT61Bi—TXoljwHHzefvK-2Zg467_TGg7VjzsNxtMw3QCFvCArHml FOQanfgydoxX -1-4-0 7-0-0 12-4-0 18-11-12 1 4-0 7-0-0 5-4-0 6-7-12 4x8 = 3x4 = 1.5x4 11 44 = 3x4 = 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.11 6-8 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.20 6-8 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.23 Horz(CT) 0.07 5 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 `Except` T3: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-7-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5 = 1389/0-3-6 (min.0-1-10) 2 - 1454/0-7-10 (min.0-1-11) Max Herz 2 = 80(LC 8) Max Uplift 5 - -475(LC 9) 2 = -502(LC 8) Max Grav 5 = 1389(LC 1) 2 - 1454(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2594/887, 3-15=-21961826, 15-16=-2196/826, 4-16=-2196/826, 4-5=-2535/868 BOT CHORD 2-8=-763/2244, 8-17=-763/2264, 17-18=-763/2264, 7-18=-763/2264, 6-7=-763/2264, 5-6=-702/2177 WEBS 3-8=-7/601, 4-6=-7/578 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=4.2psf; h=15ft; 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 5=475, 2=502. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 239 Ib down and 249 lb up at 7-0-0, 118 lb down and 129 Ib up at 9-0-12, and 118 lb down and 129 lb up at 10-3-4, and 239 lb down and 249 lb up at 12-4-0 on top chord, and 311 lb down and 69 lb up at 7-0-0, 77 Ib down at 9-0-12, and 77 lb down at 10-3-4, and 311 Ib down and 69 lb up at 12-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 4-5=-60, 9-12=-14 Concentrated Loads (lb) Vert: 3=-192(B) 4=-192(B) 8=-311(B) 6=-311(B) 15=-1 18(B) 16=-1 18(B) 17=-56(B) 18=-56(B) Load Defl. = 1116 in PLATES GRIP MT20 244/190 Weight: 81 lb FT = 10% F f3vxrou7fiy i. 3 A-1 HU(J IRLS S£['i'LL hJ Z'EtE A 1E V6 d['G^Dt Slh{i t'i1 TO'�S ix (°BUYS") 4.{!G✓JLED MEYT^f :i Yy r} r rxr+, d . d t tr .. "Se 1 ti ( OD) dih¢ S^ "•v E 9 rlq sb tt.e - Uni atF f t-d ih T'D r?+- r ,plA 1 be E 7fr T D lbe d ,. D yS:E 9_ 9 f .... N E § Jh a! yTeD t_.. Manuel Martinez, P.E. sf lh g D beryl S d } M gJ _ tl ,.0 d Yi xDD de TPFI Tr d - 4 as Dt t 3' Ltt d ..nf tF i Y61d 34 I..Apo b? J file �{OQj1g2 _ th3 rrtret i d tx rre8'11 g,6 g nIh n tdt 7 C9hs I8Cb b •I"wtl 4TINA Ttw pp tM TD ,da ff d a•tr�pT d h dl y stump t a1 aid y t_tt bs ,x j.nin/ •t d Desgn C i f NS Ve T[➢end lh pr b ,dg ed fsz bSfr r+" qC -�{.m 1SeJ IS mfpmDsl SG3.aph 'f dbp TPs'.a, G%. i Sto g'.,, '3y d T itdfi t gs txl,-U -d 4620 ParkUew or .-'('> fUt D M S t.Y 'i2 a:.J ti •urt �Y!e i cin, sett by tl,G i 1ea d"vga f i, gLys 1pe--* vo xed T S,f.w s7,g JUTf 8 7.±ny-'G@8 _sue-Sa i E e+.ee of �y bw ��ry:. -,�tl $t (.IOdd. Pt �7%1 :.aura+dlaans 3.ea.dCP.nc...n 3i+i, LaFy ahi BQ1uA 3Rcyi?u,,.ts Ru., 3dud �in„dadaimpni„mDrzy 3>�r.,3srbi:tl it�l'�,,afU:GEmCen po ,�.,smi, cA f.-1f: rE Tt+ss s, Job Truss Truss Type Qty Ply WRMgSCM1560B1L B02 Hip 1 1 A0286705 Job Reference (optional) 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. Mon Sep 16 15:46:37 2019 Page 1 ID:Id OOXyyT61Bi_TXo1jwHHzefvK-WmESKS?507FML7QZVat9belS2cYtOEePE4JLB6ydOxW 10-4-0 -1-4-0 9-0-0 -8- 18-11-12 1-4-0 9-0-0 -8- 8-7-12 0-8-0 46 ;1.5x4 11 Dead Load Defl. = 3/16 in 46 zz 3 4- 5 6.00 12 �1 2 rt 4x4 = 5x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.25 7-13 >929 360 TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.43 7-13 >525 240 BCLL 0.0 * Rep Stress Incr YES WB 0.14 Horz(CT) 0.02 6 n/a n/a BCDL 7.0 Code FBC2017fTP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 *Except* T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-11-6 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 = 699/0-3-6 (min.0-1-8) 2 = 789/0-7-10 (min.0-1-8) Max Horz 2 = 95(LC 12) Max Uplift 6 = -176(LC 13) 2 = -215(LC 12) Max Grav 6 = 699(LC 1) 2 = 789(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1012/619, 3-4=-806/675, 4-5=-806/675, 5-6=-1017/622 BOT CHORD 2-7=-394/806, 6-7=-394/806 WEBS 4-7=-8/372 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=4.2psf; h=15ft; 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=176, 2=215. LOAD CASE(S) Standard 46 = PLATES GRIP MT20 244/190 Weight: 69 lb FT = 10% !x rsa arq Shp .e M h-t 1100F M S4E4(S LC' C.:hERA TERMS and MMTI NSC lSIOM RrMPIER-) AIKNaffl EV .Mefi f —,.i r da jj pa d ad mm T D. S)raav g(1)0) ndfhz G ae> eng •>3eere En t>»i u >F>;5 athe :asaa+:.,1n ro, ancY < ,neCa. „tet st fi ez used t� the rro 1a be d 7 a e s tans t - ..$• r e s F, ss.Q f en. arty r s anti ar, Manuel Maftinez, P.E. p tee. z t E .y, - �Porsmagi t d w w,.i» stagy �ann� d ttiA �aa :Tat r rr dQ%@: pt wsa+ dt �:ur io€m r t ys ;4 acme ari+r aime: #047182 IIrn th 'Jm1tt> .rtt d nt eM1�lg.I�"2 TOiv �ttlx t4ei e; tbo- l6G kat tNnLit9arAe sqd T^ f iM epptue rn iaa d rfi_duse eZ th T a'a do ta0 9. atgrng f i _ard2 ysnbn J:e t, 'N ,rP s3iiViY �tCw fi ad�bR D.epp sr and Gpr�r�Nor FSti[tt+3etl sgi5W3an D•sTGft.:gnd Bie pmY6ee-3•sd µ4620 PerktRew Dr Wl f fhe T 9evy S t,y E a r and T RAani+fxt�ro i s ethuro (� �.d by s: C i -'i agread span x^ing f•T 9 PSK�c myaved T $F _�yy) 3 i'CaT l?aa 8vAany C.ev3rre• a• Tnaas Si'sSem E"gaCar e(anY bu. J�.ry A4 St Cloud, FL 34771 �..txtNsxd Eanns 8.e a., 3.,,hncd _5't F. K .,Py ,9M C 20iv P 1 Rco?'L s cc Rv radud m ct Baas d6tumeat n any ta.zr i.. pre3ubds�i rit1 �i tRt wmitea Psr+n>ssmn Pif P-i Ro-f I�ua�_s Job Truss Truss Type Qty Ply WRMSCM1560B1L B03 Common 2 1 A0286706 Job Reference (optional) A-9 Roof Trusses, Fort Pierce, FL 3494b, oesign(opaltruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 16 15:46:37 2019 Page 1 I D:ld_OOXyyT61 Bi_TXo ljwHHzefvK-WmESKS?507FM L7QZVat9belXOcZNODpPE4JLB6ydOxW [ -1-4-0 , 5-2-9 9-8-0 14-1-7 18-11-12 1-4-0 5-2-9 4-5-7 4-5-7 4-10-5 44 = Dead Load Defl. = 1/8 in 3x4 = 5x8 = 4x4 = 9-8-0 9-8-0 18-11-12 9-3-12 Plate Offsets LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.14 7-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.27 7-13 >848 240 BCLL 0.0 * Rep Stress Incr YES WB 0.19 Horz(CT) 0.03 6 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MS Weight: 84 lb 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 5-1-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-4-3 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 = 699/0-3-6 (min. 0-1-8) 2 = 789/0-7-10 (min.0-1-8) Max Horz 2 = 100(LC 12) Max Uplift 6 = -180(LC 13) 2 = -219(LC 12) Max Grav 6 = 699(LC 1) 2 = 789(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1175/797, 3-4=-866/597, 4-5=-863/595, 5-6=-1159/782 BOT CHORD 2-7=-631/1022,6-7=-610/983 WEBS 4-7=-286/491, 5-7=-328/363, 3-7=-364/386 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=4.2psf; h=15ft; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 6=180, 2=219. LOAD CASE(S) Standard j� Pw sn.E ThiY P {ROOF TRI,ASE' (-a .L hk G tt. Ax Ih'S dCG101 iGt 6C 1';'rGfA ft{°AUY n'y.d)('itGhiEi}fMEh7 f. L N£a vTaparm .d ad Mtlus Tm D 1` ✓n. { Q i. dih2 f�i S,.eaS1yE4 .£_ 'h fbehtx UI sat{ rh= tslpd- Ih '3 'D ry53r Nar rl3tP ,k dhe used{ inT4;;sb d. .ru D¢sy �6, .W vIh F 9 y04 .yp Vvlfetysluar3n d he tA¢thieM.kT£. OSW ed Cri Lhd7pT?6£A fTM d,e+prTyP{-1 iTfkh d3D3 9efsse YfwI l sb_aiH*h 7 �En9- M 'JQY fg.s+�W+r.a, a dYESof }.''.£d.'^'bCa rI � 1vP/TO3 F !d a Manuel Martinez , P.E.`i.dt d t uh Try f "S jm q #047182EG c tG3q J 'F Yr 4620 ParIARew Or t 8 d 0 6n dC f 1, i £ i Y OD bnd to p „6 dg dG Jit M. aC ISel ty rn aL 'SSv,1); U dhy 71':p. MCA - fe- ..Bafa.g ., t S tl 2 dTnc*aL P -.`fU y antes rme T bzv g r ss r y g oa .. rs rA care t an -ti se a by : c £ M g d,.Pa y L , i csrwa ,m,v�3 T Ar . �Y a rtgl w, 6 n ee s,a--��, a, .n�ss a,, m 6na rrQior -y t„ o, ., i;n $I Cloud, FL 34771 :c�£�l.2dN£msa eas d.tned e�Y[.tr'nFYl".h{=2A.GA9:2cmf j:v scs-rRc-raCuc`fai c£jh,. Qaiu:n »rah}foir,is crF31Y-_dw,Gryo.ri the b^SNenpctmr..tan n/f-f jfn-f 3�u.ses. ' Job Truss Truss Type Qty Ply WRKSCM1560131L B04G Half Hip Girder 1 1 A0286707 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 MiTek Industries, Inc. Mon Sep 16 15:46:38 2019 Page 1 ID:ld_OOXyyT61Bi_TXol jwH HzefvK-?yogXoOknRN DzH?m2 iOO8rHcuOxslYBYTk3ujYydOxV 7-0-0 11-11-12 1 4-0 7-0-0 4-11-12 �1 3x4 = 1.5x4 11 4x4 = Dead Load Defl. = 1/16 in 7-0-0 7-0-0 11-11-12 4-11-12 Plate Offsets (X,Y)-- [3:0-4-12,Edge], 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 0.71 Vert(LL) 0.09 6-9 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.13 6-9 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.76 Horz(CT) 0.02 5 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MS Weight: 57 lb 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 4-1-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-2-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 80210-7-10 (min. 0-1-8) 5 = 105910-3-6 (min. 0-1-8) Max Horz 2 = 166(LC 8) Max Uplift 2 = -264(LC 8) 5 = -384(LC 5) Max Grav 2 = 802(LC 1) 5 = 1059(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1157/360, 4-5=-294/188 BOT CHORD 2-6=-377/959, 6-12=-377/980, 12-13=-377/980, 5-13=-377/980 WEBS 3-6=-8/626, 3-5=-1170/453 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=4.2psf; h=15ft; 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=264, 5=384. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 260 lb down and 270 lb up at 7-0-0, and 118 lb down and 129 lb up at 9-0-12, and 120 lb down and 129 lb up at 10-10-12 on top chord, and 338 lb down and 72 lb up at 7-0-0, and 77 lb down at 9-0-12, and 78 lb down at 10-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 5-7=-14 Concentrated Loads (lb) Vert: 6=-338(F) 3=-213(F) 10=-118(F) 11=-120(F) 12=-56(F)13=-57(F) nsa i� 3,TY Lk H-T FT X)F ifti s,�a�.%vn erytiff f. . t.eres ai 5Wk—.1x LEla 1 CE�t Eh.A TT: DD, -My -1401. dtG.>e—B C 0.*' s,-1 1e .Sm. ID o 11. ba A..>d, t a-. � 0 ' ewRl E na t s ad e gih- zT' 1 iTW i� y TC)J} r] fhx Manuel , P.E. g Zwin. d i;M pY7 CCU.dhiDD Pi Fn kNt 1sFthsT f rzy6 d ��3?e0tfi,. #047182 YT'w^� th Oxmers utt days nt tl $ i Fny (Ms� tht wry u€ihei M.ISG br'Lta1J yc+ide �d 7`>11 Ttw ,rprov iM T .�A'13 yfi4l.r..e atP 7 .m -ef.Sr,ih n6Jx g, stpr t (at .: a+d Lza..u�8hafi fieb pc srf«TAp _—ode i sofe to��cora —Aw iLy 0, y c h S$—A ss�cai.NO .00og a*�e sa,fae sf � iasAe -0620Pe FL 3477 t n 1 o11 s l FFI-1 �pynhtC2 R1IR-fTea-1—a. � ry .c i� a.f.a i rr �e r Sy 1 *a >:rio�:�, ewi y e o�a,Fn�sssv': e�e,<9��ra,rw:c z�i St Cloud, FL 34TTi �.c�h._d{p ps a,e a.,&hnsC m:SF � SruPY�3ht G'1ll FeRl Rccilm>see. Rc_issG�-.ren a,. Sn+Coco nt._n-ay bim,ts crchZ liW wii,a,N tte anMsapr=emusian a3 �f Ro„f E—s_5: Job Truss Truss Type Qty Ply WRMSCM1560B1L B05 Half Hip 1 1 A0286708 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com M�7 J 1-4-0 Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 16 15:46:39 2019 Page 1 ID:ld_OOXyyT61 Bi_TXo1 jwHHzeNK-T8MD180MYIV4aRayc?vdg3ggEQEI U6aiiNoSG?ydOxU 9-0-0 5x8 2-11-12 1.5x4 II 4x4 = 1.5x4 11 44 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.25 6-9 >566 360 TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.33 6-9 >425 240 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(CT) 0.01 2 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 *Except* T2: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-5-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 52710-7-10 (min.0-1-8) 5 = 433/0-3-6 (min.0-1-8) Max Horz 2 = 207(LC 12) Max Uplift 2 - -137(LC 12) 5 = -137(LC 12) Max Grav 2 = 527(LC 1) 5 = 433(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-434/146 BOT CHORD 2-6=-267/290, 5-6=-269/296 WEBS 3-6=-49/323, 3-5=-572/520 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=4,2psf; h=15ft; 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=137, 5=137. LOAD CASE(S) Standard Dead Load Defl. = 3/16 in PLATES GRIP MT20 244/190 Weight: 60 lb FT = 10% P' s5.4 aluY t m RvfJf TQt.S h6 (SE t. Sx j f §P TE YS d c& of of a ou Ta I k (°8 (E " % vnGJr1EG MEYi f : L 7 ht j, r 3s d d Htf 1 ie 1 w { Ib} d V, thefl'be?ors u�strr n a'., fn o [yw m nenr Fig t;, used rn ih reo :a ne d. ,,, o -_.Ea .3i MErofr al s./�'�� c nis sn Manuel Martinez, RE. al 9 R A Axidyl. S d i T ih }eTh E•a .s4 theTpG de TP! i Thed nia as Pi b irq 3 Ye'xb(� 1 61lh T i y804 a, Ih@tLSP> � S fihP t�t)g7162 CAr• th .! 'f- s�f d t E IJ e:C" a u'9 -w ia£ I e, r+w 18 7 15 fdk•q J dP 1 iFva �,pr� tin x3G •i3 yf4W ti. it T m3_, h 3 H <Yd t ! A y h-�"t3x'L V^ '�T g620 ParkL iew Or Y.L wd as .q 6C _ fA i toN Y C4 tlt5 p b d9 'd f S t 9 b5s gC psi 1 i tY tnfo r+st {SSG}'I.V.-.had 6p iP�e al5 GA f h g.,e y d T i d fmt Li pc Ib tl vyt !1 b+n Sp IyEH and ti .at„dvre ! ofa-n Ja£ by a_G ( isa dwfa Le+y by aP96[s ied. Th Spe `ry NC+�t•+aaA.,.ng ves•g r 'a6yst E�v,eer of 16�.-a .y:. $� $f Cloud, FL 34771 s�P^.A.a_d Seim. a.an., debn Rut.tA4 C..p, refit-201 A9Ro>1Tsnsr� ^,.FYx.Cu� n. ihf. da4�'n b anyin:m,t fm.`Y3liad uiF Ythnu,gardFcrm.s5fah ni F-1Rwf7twsn:- Job Truss Truss Type City Ply WRM5CM1560B1L B06 Monopitch 2 1 A0286709 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 16 15:46:40 2019 Page 1 I D:ld_OOXyyT61 Bi_TXo 1jwH HzefvK-xKvbyU 1 _J2dxCa98AjRsDGN01gg BDXzrw1 Y?oRydOxT i-1-4-0, 6-3-14 11-11-12 1 4-0 6-3-14 5-7-14 1.5x4 II 4 3x4 = 1.5x4 11 44 = 6-3-14 6-3-14 11-11-12 5-7-14 Plate Offsets (X Y)-- [5:0-2-0,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.06 6-9 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.07 6-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(CT) 0.01 5 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS Weight: 62 lb 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 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-1-5 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 527/0-7-10 (min.0-1-8) 5 = 433/0-3-6 (min.0-1-8) Max Horz 2 = 264(LC 12) Max Uplift 2 = -117(LC 12) 5 = -200(LC 12) Max Grav 2 = 527(LC 1) 5 = 433(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-605/196 BOT CHORD 2-6=-481/483, 5-6=-481/483 WEBS 3-5=-549/547 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=117, 5=200, LOAD CASE(S) Standard J� Y£easa t �fvp ,a & A 1 q X?F TRI 55ER i Sc LEh p G t £ A IEi.MS and CtPF['} IOM16 C #b7pA fi ('81iYEii j:aGHtlGNiFt3C i5r•Nt^ tn«rv. L ty s:Sn pa 'xy d .ad t Oh`s i5aw3 ft utn {ir] 3 d Yn¢ fIl aeYry erp a beat baf— sa unless ct -t-d -;h., T o,nH A3p ,aector,�ata h. L -" 1 to Tro rs, b pa e - a. D.Q' eog .g i s xy e gt fT m at on r3�y G € `�=*>� a<'� Manuel MarUnez, P.E. - aoaeat rngt s rilcne ees'x, ro�tvimfl t a ig win Teugsd� won.u+aTra x.TPi Th.avgl N .ro s N10r 1 �9ef1h r b srcrs a + nmanyarmo #047182 4 r iNe Owners it d t t Pr Vimg. Di-ia 11. l.+.t i the RC, tt l3 k W WU y th'n1 and T' t Ths Pp— i ttr TAU 3 y fishl uxe oath T a.3 g hohdlmo -,Q., t ..aM,r —4 tmrary ahali t! t IA f L 5 .d ng 111" G t d F 1 s f ift m V r oo d M O U d y Jei � 0,' B.�r g C:ws{aa. I Ba}et} ant t BS i)j W fed by Ti , d C A retamxed for Bane y d ar. TAB i d heres the pc �txZ=d' 4620 Park) iew Dr set s arll+e Truss Dxsy e aaa�ht CT 2t:»,arac„ att -n detzvrd bysa great .aad arras aa.as w+ed The sa c>a g tiCMT ea, rag cep : Tn.:sa system £fre-�ee,.ara+,y z,� ».�1 St Cloud, FL 34771 tapRa}tx_teem€a�as aehnadmTFi S's.'eXs31tte2utan-t Reat"imsa-- anYtmr.1 ae,.r�+taa x':_.oat me w*S�o.—, adrmrsstan re a-t h`o,e i.a.-- Job Truss Truss Type Qty Ply WRMSCM1560B1 L CA Corner Jack 10 1 A0286710 A' Job Reference o tional A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 16 15:46:41 2019 Page 1 I D:ld_OOXyyT61Bi_TXo 1jwHHzefvK-PXTz9g2c4MingkkLkQy5mUvGND53y4q_9hHYKtydOxS -1-4-0 0-11-11 1-4-0 0-11-11 0 0 6 19 0 0-11-11 0-11-11 Plate Offsets (X,Y)-- (2:0-4-4 0-0-4j LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.00 7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.03 Vert(CT) 0.00 7 >999 240 BC 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 7.0 Code FBC2017ITP12014 Matrix -MP Weight: 6 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 0-11-11 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 = -5/Mechanical 2 = 181/0-7-10 (min.0-1-8) 4 = -21/Mechanical Max Horz 2 = 42(LC 12) Max Uplift 3 = -5(LC 1) 2 = -71(LC 12) 4 = -21(LC 1) Max Grav 3 = 12(LC 8) 2 = 181(LC 1) 4 = 20(LC 8) 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=4.2psf; h=15ft; Cat. Il; 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) 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 Piflas9 tfv shy P A-t ri.Vii T Vfi56 r5 t;:Rj CEf R4 TE 41fi. dGG DY- t J6TfiM fi (°SU/ T."j ..t` f1GJr .Fry dEJF f L ?Y a d d M5 9hf u Da i}n'1 a(03) d. j'\ S,.ea3AyE g ire 4+ iWM1' 2 U i h stzrrd tiih T D .WT, m+:ror..lai 'lY _df iri T£[}.ab a"d D y-:E g g;. i+yE S r31R" - y 's3 ±oar. Manuel Martinez, P.E. Truy:w2 d jg m� ra wa• Mcni'sa3DD x de Tar;f Trad ua s #047162 'Jm.' hJ sfr ih d i 4 0 I g Cry 1h 'CaM # ii f Cdiv-180 b tbyiiS yrvvJ mC iPt� Tfw IA. a` iti TGJ 3s yf 3anu u.-6i T 3nnh 33 y stp :y t har;e Acre +4 h Rtetl ,,ef :s;Li .,aLd�ng DesiG [anJ Cor;; ]o Afl rates sE)aUIms TCID'ynd Sn y -4 .s'sndq L, ��ttt 9uvng CpnpanyH &a(¢L}Mfo eLxf BSU"j':Putr sM_06e TPf_?>!' $tlGp a^arefre ed fyr ga'ner3g darnte_ TP dfiaes ine re pC hnl+LaS and 4620 Park\Oew Dr eSJI f1n D �.. [6F 4pEg rand! Td .rtacEore o1n .I hpSII ^ta edYPah 9�J,'gpa'es ..i+dT 5{rec�s'iY l3GTYi PuOan�:-14a,a.EnwSY. EcgreayPf'Ybudira..hu $tCiOod,rt34%71 _s,p'^„ars:?larms are a. d-fine. m'fe, GaFt'Pifit G,`?AM14494as4Tiu,sca ^e.K.oLac W tlfisdatN$n w »'ran}?aituv. Prat4iG_d xvc'o.n xa w^+Y.ea ke is4unNk1R of 7iassn_.,' Job Truss Truss Type Qty Ply WRMSCM1560B1 L CJ3 Corner Jack 7 1 A0286711, Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 16 15:46:42 2019 Page 1 ID:ld OOXyyT61Bi_TXo1jwHHzefvK-tj1LNA3ErgteRuJXH7TKIhSR6dQchX48OL16sJydOxR -1-4-0 2-11-11 2x4 = 2-11-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 4-7 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MP Weight: 12 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 2-11-11 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 = 64/Mechanical 2 = 212/0-7-10 (min.0-1-8) 4 = 23/Mechanical Max Horz 2 = 82(LC 12) Max Uplift 3 = -43(LC 12) 2 = -63(LC 12) Max Grav 3 = 64(LC 1) 2 = 212(LC 1) 4 = 43(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=4.2psf; h=15ft; 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 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. LOAD CASE(S) Standard P.— iSesxg V 2(IUD aed n,x --�.Iyen e sh IW u1 m 3a d-tneToo,amyav s>; —i.,pW .r �L:.usdr to r GbLre d.. a �g,E3g g¢ ans 3.ro -yTOD Manuel Martinez, P.E. ro —a—a s -bd xf in. de xdaame yks - ti-IDD Lati?t t irxd M s —JiN 1 wnrot+he #047182 flw^ tH G >s sir d� t H Hula"ng.6 y �ttjuw 1exA th23 . the le W C}H+ildmy Je s�M:i"att The �iyr: ih T G mnd yfrekl vbe tii tF 7 wiry hand,mg,. etur,y t 3at nanl any sMeR t,eR ,rc �lfrp .c<c .-a,.mna L�rsw e. � .s ecr.,�:ao. au.mtex set q�s,n ve're�D snd me L, hips a,a a� eim=s %?.r_ �rxuns c, , ..wn-rr saieft mrm,n�tr ,ssclp t,as.zh7a y Tr r,,...�c>, � e rert erxea ro:ttc�:+�e a:,ru,aancE: an t aer ,cam zt �spcn �ln,e, sno 4620 ParkV iew Dr teh ' a m s-,+snr a n�wat•e roxz to—r zu t g mf, L t § c tre.Gt+ Iag.Ly sa PtP"'� �n,�': ea 7 sr €:f NOT r ava�ngs; ne=o=, „ems system ena>rea, er r aw3�.�. fin St Cloud, FL 34771 acp".alaed tamxs U-6 A9355n[C rti7P 9'nP) aht 421J ICRt R.1 TNsaeS-Rc-FK-Cuc+aA'r of Ms d�Eum 4„mt.,.g Y�stt. SFfc:vd:CsW�Nfo-.+F kR MdfSn Pemu9aNn Ca f.t a9.t 3,a5v=S:- Job Truss Truss Type Qty Ply WRMSCM1560BIL CJ3B Corner Jack 1 1 A0286712 Job Reference (optional) A-1 Root Trusses, Pon Pierce, FL 34946, oesign@altruss.com Run: 6.z iu s may -n5 zu io Pnm: t5.Z1u s May id zu125 ml i eK moustnes, inc. Mon Sep 16 15:46:43 2019 Pagel ID:Id_OOXyyT61Bi_TXoljwHHzefvK-LvbjaW3scz?V32ujrr_Zrv?d11 mRQ_KHd?mfPmydOxQ , 2-7-7 , 2-7-7 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 3-6 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.00 3-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-7 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 = 95/0-3-6 (min.0-1-8) 2 = 67/Mechanical 3 = 27/Mechanical Max Horz 1 = 52(LC 12) Max Uplift 1 = -13(LC 12) 2 = -47(LC 12) 3 = -1(LC 12) Max Grav 1 = 95(LC 1) 2 = 67(LC 1) 3 = 41(LC 3) FORCES. (Ib) 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=4.2psf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 3. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 8 lb FT = 10% F. : shy wIX A-tflGtxT (,5 >wS(ti LFR"} E! d_lE Rms dGo"Dt ma ISTWM'R rau lm.- ;.cYf1Owl Ev ttEt t 6 Cy fit 3.f d i thm T D-g M. (TDD-) ,.� .yens i wheal t u t p slated �h T^D Y n,F neam.„F�f rat =e t fh m b to a. A T D E g. gf Y} E g rz-F t y Fs r, Manuel Martinez, P.E. P`, Mtn Y 1 e1 O1 i i>d drtyt r4 tl Fq me &t+f ., d� lw' a t.eTDD Y sefT:�l'j Tt�d Fi i 3 t Slit 1V' .f1F t ; ys .d A 3 - Pen b 5 Etfi. - #047182 '6a:i Y F&� ✓'-.N' d tcrJ &r1 gl'le g ,mitre tpF t Sal C thu IPG kralG IS gWd d'iZ' t The .'Pf" M D da ffi�'J ,ih T s b.! h N.s1e 2 i Sat .tlG Y i<.:eP r d�Ky' cL:L's ! D g, d0 ,or fiN ( feN >r TUU d1n p h of ttbs -1fu taa t} ten INBa"t}:rsut� dhr Tr r CA f' efiM p gg d F9d M1 t pc 'xIN fiy 4620 ParkView orlie tf ne eDe+ 9p jye 6 ao8: 3 ri t -e 1 Nh dg ry gC Ff (' H gre dirye .L�gbyaly W dd F 5}nv hE ¢f•QTti BvNs,,ngDe,�g e a anss-8ysf E g„e r¢f aYtw�d yr. AA 81Cloud, FL 34771 ..,,P!d.�'.d!_rm.,zC$a.. dFbneS>o 2Frt 4`.Pir<3h1 �2U.0 At RrvfTzv ez aic.zdaa otdthi. locum c e5 any io,Yr,1, FRhbi..A w�Nlaut@e nMl'.at perm\man MF-fiio t7xuszss, Job Truss Truss Type City Ply A0286713' WRMSCM1560BlL CJ3L Corner Jack 2 1 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 16 15:46:43 2019 Page 1 ID:Id_OOXyyT61Bi_TXo1jwHHzefvK-LvbjaW3scz?V32ujrr_Zrv?cs1 mCQ_KHd?mfPmydOxQ -1-4-0 2-11-11 1-4-0 2-11-11 2-11-11 2-11-11 Plate Offsets 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 0.18 Vert(LL) 0.01 4-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 7.0 Code FBC2017ITP12014 Matrix -MP Weight: 12 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 2-11-11 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 = 64/Mechanical 2 = 212/0-7-10 (min.0-1-8) 4 = 23/Mechanical Max Horz 2 = 82(LC 12) Max Uplift 3 = -43(LC 12) 2 = -74(LC 8) 4 = -29(LC 9) Max Grav 3 = 64(LC 1) 2 = 212(LC 1) 4 = 43(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=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right 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 j� Fkea5et 3t Y tits Mn J;.1 RCs[JF TAI,S FF CS£ELER-) GEm'.R4 TER.6 r.d CCPx[`tTtbi SC:.STCFA R(-SUY RJACKNOWLEV ME'.T"I L iy ,gor i— ri d [-, f!u T 'Jesg { a ,T,a {TUDi ad fha 5,.?rsalyrog rsi¢ sh-!bol— se tfnke +t ." th TDD,-yRp— W t xri ... dfo thoTOOg be a_.. ManuelMartinez, P.E. t th. ao o.�..mrte I— —ti-TDD r �,TPit Tr d."c n vi .way ate, onan foss ofm r t .yB ra:+--oo6otyot mm 0047182 4a^ tW ea's Ht t 6 Y}. gDo vg .m V.u t. 'V? IRC 0.1E k hmmv -do �TP.A The Pp-ot fih TDD - S yfs3.i r+xe at th 7 —w ,ih t i o *sWr 1"'arvSL +�ahWl Let V : Ky M T[ a and m - oces df d t—t� cn^ipa, t Satsir bsio-m '..o.- S Tyr gn— m NO g y aim ea 4620 Cloud, FL 34T r =Z.nftoture.R—e+o«r;sn Tpi1co;"s+.,u016 tasrtuiaoT. u-easscpen..eedof Me by gc hidmgay.n;,.bftd br�r+»ces �orcvee—syf1-11RoofTr�.+sN_aa t�aynaang_Dez:enp o<a.iiss svatem eaa ncnr of anyLVar.D_fti 3l Cloud, FL 34771 :rpt..i'ed Esmvsa+¢a-d.bhcEl'.TF,?CiaAY+�+hi&2Q1644Roof Tro;,sas-Rc-h:a4us'.,w2 of L�+Ss —1,ci any to,T'ss PY.f.'.3iPddxhnai Me wii4crP�+�as3an of 1-1 Roof Job Truss Truss Type Qty Ply WRMSCM1560B1L CJ5 Corner Jack 6 1 A0286714 Job Reference o tional A-1 Root Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 16 15:46:44 2019 Page 1 ID:Id_0OXyyT61 Bi_TXo1 jwHHzefvK-p696os4UNH8MhCTwPYVoN6XkjR3k9RZRrfWCxCydoxP 1-4-0 4-11-11 1 4-0 4-11-11 2x4 = 4-11-11 4-11-11 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 0.37 Vert(LL) 0.04 4-7 >999 360 MT20 244/190 TCDL 10.0 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 7.0 Code FBC2017ITP12014 Matrix -MP Weight: 18 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 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) 3 - 122/Mechanical 2 - 278/0-7-10 (min.0-1-8) 4 = 48/Mechanical Max Horz 2 = 123(LC 12) Max Uplift 3 = -81(LC 12) 2 = -73(LC 12) Max Grav 3 = 122(LC 1) 2 = 278(LC 1) 4 = 77(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=4.2psf; h=15ft; 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) 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. LOAD CASE(S) Standard Lti AA 9 (X. T LS ES f S ILER } ENE 4- t E H A and 06 Dr a SGJ .TrM9 n! r8 WE" AG1rrl0W%Eri dEWfum L +ry 6x g d d. 2i ih F ba 3 a {SUb} din - e, r aar E a r 4.1 tr a tF ;renv n --a , rD a e Ih T o n a -11 : t ro r f +�> Manuel MarUnez, PE. +i a+n.vVyt� a cfn TPO 7) fa m r fys ,m o f D47182 a . too isnf a i- E i ',ace the wM xt in r- l.:s to >L E rw a eou a r f Tiw exr_ ;r, as a rtw f T i. - e at a a + e ,�. a s ni ze'c .m �;,utp a ny Tr 4620 Park\rew Or rt,� cn - sa .D ai a0YIr+afi,r 7�sL*, edT sv avE tITT6.ewn,.,a ,nev,,.us�srstnEna,.e,q% yr ��•g i St Cloud,F134771 a,a. d9fncxG .,7r'i-9 Lupytr�f:,� Resi7 QiuA iN p^ Re::abu }�,s dacu:!, [,a any t�.so;7. Fir �,i�w5ien t9,awnq@rtyci-,_s,4nrAhlRwfTz..— Job Truss Truss Type Qty Ply WRMSCM1560B1L CJSA Corner Jack 1 1 AO286715 Job Reference o tional A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 16 15:46:45 2019 Page 1 I D:ld_OOXyyT61Bi_TXo1 jwH HzefvK-HIjU?C578bGDIM26zGO1 wK4xdrRju upa4JFmTeydOxO -1-4-0 4-2-0 1-4-0 4-2-0 0 N i 2x4 = 4-2-0 4-2-0 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 0.23 Vert(LL) 0.02 4-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MP Weight: 16 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 4-2-0 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) 3 = 99/Mechanical 2 = 250/0-7-10 (min.0-1-8) 4 = 39/Mechanical Max Horz 2 = 106(LC 12) Max Uplift 3 = -66(LC 12) 2 = -68(LC 12) Max Grav 3 = 99(LC 1) 2 = 250(LC 1) 4 = 63(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=4.2psf; h=15ft; 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 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. LOAD CASE(S) Standard flea%s9 fi 3R k� t+-i NCJC> it�l.55Eb t.5Ett g-j, C>ENetia T<:ii418 End C DZT WZS C,1SIMER {`BUYeH`) rC'.KrJGSkL=QC'1eNi" hrzrs l §' x3. (%A ( mi rnaa it t Da'b'� ttra 4 s1U7k M� mP. => .yEs z sh tt: }oar �m � se sestracn Fm:�o -rGr ma ar rw �«sea fr she r3tls t>e �:rua !&.Es Manuel Martinez, RE .� u rh z seams nws.�nyi t d i to gieT�_s .ktad-t"-TEDas ,enx=TPu Tr a ",e a1—-.m.�i a u mk} 1 rrti r f., ya .d n u> uW,yvHhe #047182 a th a�meis• .nt a nr rr �,xima e�,� Fco r .r+i,.r uw tes.wnt tsu is g 3em,a T`+It Ttks par.:. e�me TJ� ��a yr4a r T �:r gh a„,g, ato.�,g t aar a.a cra ry mnan in er ra�ri¢ :uc ;; a.x o. p ae �.xa rsr irn�er w +� Tntr aran a��c=x ageinsas53 rn Eona*ngc_ }carets+or soon ;esvizP'a nea aq r.; a e rrer.a m>a .t ate: x +a +a+e e. a��u sna 4620 Parkiew Dr f✓t .. cf fhe vnxas DES+-='r. &�eviakY E g�+r szml Trvss b}anuFacturer, unless r3heiw-se J_*n�d t v s fo+isl 2metl+ePvn rn w:�✓.+9 Ly a�i Rertevs mve;ved The SP's'tY-ngmee. is fiGS N+e ftwl#�yd)eX9r,er a• ,ass SY-'tep, Eng npet of any t�uA�.rg: A31 St Cloud, FL 34771 'tzp3tttSd t.,rzns �e%a as i..fincC i1 TFi s (�AY�sh{G201a A 4 gOC} (,vs¢es-RiWenCuc^rn c. Ahi., 9or<u-nant,'n art.}" ip.'m, rs F film d xNtnp#f NG venflRq RGrmt€for. W R-1 R � Ins WRMSCM1560BlL ICJ5C Corner Jack 1 I 1IJot A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 I D: I d_00 XyyT61 B i_TXo 1 j wH I I 4-7-7 4-7-7 A0286716 a Industries, Inc. Mon Sep 16 15:46:46 2019 Pane 1 3x4 = 3 4-7-7 477 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 0.38 Vert(LL) 0.04 3-6 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.04 3-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 2 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MP Weight: 15 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOA CHORD 2x4 SP No.2 5) Provide mechanical connection (by others) of truss BRACING- to bearing plate capable of withstanding 100 lb uplift at TOP CHORD joint(s) 1, 2. Structural wood sheathing directly applied or 4-7-7 oc purT BOT CHORD LOAD CASE(S) Rigid ceiling directly applied or 10-0-0 oc bracing. Standard MiTek recommends that Stabilizers cross bracing be installed during trus =uide accordance with Stabilizer Installatio REACTIONS. (lb/size) 1 = 169/0-3-6 (min.0-1-8) 2 = 121/Mechanical 3 = 48/Mechanical Max Horz 1 = 93(LC 12) Max Uplift 1 = -27(LC 12) 2 = -83(LC 12) Max Grav 1 = 169(LC 1) 2 = 121(LC 1) 3 = 74(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=4.2psf; h=15ft; 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 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. ]txy Us H-1 R06F.Tat5 ('+iL R"jGEhE RAI.TERMS d G&i'6rt,,.rg GiUM 4C8SYE'°j All'iGIIEO�4AE;,'Tf,,L Y, �j. rn d Q k i,i a 'h r :n { )D)Adfh , ryE 9 shed tef' U i ih s+s d Ih DD ty A.i ^ciar..i6i db adf ih D;o6 a`d D— .E 9 C 9i �'p E.g ,d'ih 1 3 y€= F ft Manuel Martinez, P.E. ncact Ih M _ t P bUEy! r d try kT. dep+Cwl LieTDD ry T rt TY d ra;asa P ! ti?g 3]xi "wit 7 - tih } : y$ ,d' q theretpa b 3 fiFi #047102 0— iF O— s1t d t VI,t H 1 g:C g th .h i tlei. i D,u, i$G b -tLudil g tl snd I-1 Ty Pp !ott, TD'J 3& yfi4d iifi T m a3`r,,h 3F g to. g t & t t- trx I< 'g ryn U( c�a m D, she c s nu t t w u cD dEn v'�-a ,tlgpd r itr a m gConpa isar ry tM :, an Bsu?.p u dey Tp,�f ssca t to yE,..::aq a !tan i pl cn y 4620 ParkView Dr C+I:e fy D S 5 fyEB nDt, ti Cvrc 1 th - d by i te0-vpa i LngLT;al7h sy.0f.%, E i. f1GaY+ Hv,ro,ngvi;zy a•tn�ssSYt Eai_91of ry a,r.::�tl $jCloud, Fts4in ...7;vd iarm.; 2.aa. derrscd vn ir,pir;,S u2gIvR iR¢:i 7sv^a.. ^-.c.:vEu«onu Mis locum man}io.'rc,f pr;.+�.�dcp dnG.ouf fh wmt;Wn.pdnisaan cJ6tl: .f T.vsS=F� Job Truss Truss Type city Ply WRM6CM1560B1L CJSL Corner Jack 2 1 A0286717 Job Reference (optional) 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. Mon Sep 16 15:46:47 2019 3x4 = 4-11-11 4-11-11 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 0.49 Vert(LL) 0.10 4-7 >563 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.44 Vert(CT) 0.09 4-7 >648 240 BCLL 0.0 " Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 7.0 Code FBC2017ITP12014 Matrix -MP Weight: 18 lb FT = 10% LUMBER - TOP CHORD 2x4 SIP 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) 3 = 122/Mechanical 2 = 27810-7-10 (min.0-1-8) 4 = 48/Mechanical Max Horz 2 = 123(LC 12) Max Uplift 3 = -81(LC 12) 2 = -102(LC 9) 4 = -51(LC 9) Max Grav 3 = 122(LC 1) 2 = 278(LC 1) 4 = 77(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=4.2psf; h=15ft; 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, 4 except Qt=lb) 2=102. LOAD CASE(S) Standard flrease Shy Hs A.1 R ELT TRl.55f- i S€ iFh j t'EftR TthMS d i'G' Di71Cd S C`�b7iNA Si {`8L'YE `%..GKitt)'N1FC' h1EhS" fIIrm ty d d i t1' T iaxg. a DVGl .�d Yna ,a +y erq -ae et, nst u :rr ndt dG fh 7 D '.Y n,;vn ,neaa+ ile -i —dr tl.TIM sa 1» �d.. a� a e.s st soy +weg r,m i.... >,r �"r c is �n Manuel Martinez, P.E. th im{e i q eetf p =porvttthtrturf tie rtaiM k7r�_s a:ciedcntm100 1 nderIPJ 1 Tr d �e Gi .tosdi d ' NV '+d of T P , y€ y7 g otte p,—br4yofthe #047182 LM^ 4he 3vmcarb S1E d 15n1 13 6 y}y,g Cwa� .mllc ..ai v[tM+iP.0 41>E IBG, kiaE hu id+^y wae1'a t the ;y>ry. Plihe 7�D and yfikd vse oil 7 Fi13i ,�h dt y 5tti.xd 1 H3t d d half 4aL PciRi .v: t 3 ¢ D-V C 1 d Aa 1 .t a,R,n D,a Too, aad to pra. aces a g,rdel . ..l it d rs s .. {ex I ealelY W -- (g Sq)55ub N d by TPI 4 S CA ref toe gea g d T t d h i pcn MlTiEs. and 4820 Patk� leW �r it�e >:rihr rru9e oes a:�r, sne v €�a� r.K,;a rt„� ua ial �,r. anlees ..eft de �ngd ai a cbrl l a a aa�a ,rt -=-axs tr as Pa s �,; =vea 7:,e s, :wxs rd�� a t c�, rn: -g s;a�s , o,.7M1,as sr-t m e a, »� ar srtr a� ,+al l St Cloud, Fl. 34771 LaP+d-.3d iarma k± a'. du=khad'uSTFit /.aPY1i3AE�1D}o A-932cdfT .sxs R4^mEu+,�tan cii>i,a dGiumer;nartY lair.,}s Prk:Sn4>Q iait!tWi 9,Cwngen Patm�s%an ct Y---ifi .t Ttussas:_ Job Truss Truss Type Qty Ply WRMSCM1560BlL CJ6 Corner Jack 1 1 A0286718 Job Reference o tional A-1 Root Trusses, Fort Pierce, FL 34946, designLa1truss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 16 15:46:47 2019 Page 1 I D:ld_00XyyT61 Bi_TXo 1jwHHzefvK-EhrEQt7NgC WxYfBU4h3V?k9Dle2kMnJtXd ktYXydoxM -1-4-0 5-8-0 1-4-0 5-&0 2x4 = 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 0.51 Vert(LL) 0.07 4-7 >897 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.08 4-7 >803 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MP Weight: 20 lb FT = 10%p LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-0 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) 3 = 141/Mechanical 2 = 302/0-7-10 (min.0-1-8) 4 = 56/Mechanical Max Horz 2 = 137(LC 12) Max Uplift 3 = -94(LC 12) 2 = -77(LC 12) Max Grav 3 = 141(LC 1) 2 = 302(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=4.2psf; h=15ft; 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 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. LOAD CASE(S) Standard tM 1 Rooi us ES (S EL h t tt - 7 Emma g Co-mmar 6-ovJ T Y.1 n r5 Y R—) AC INVI&EMMENr f 4 4 �. r ti d t thl i 'aav 14.4, ( Es dth . !El S,�db/Ers9 .7,re sh tb.�i' U 1 3e�- b d to T^p ntfNi nHarplsiP t 3h_ eat th 3 D.ab 4. D .F E.g ng( S.e,.s sFyE g jlh 1 nr; 3 >< n Manuel Martinez, P.E. l�.i acea ceu, s »� + .gr.. niryf t a s, .in t�z =, wattt >.� -raa Y x.mi.i rrsa g. yr s,t +o are*ut av orfh r ;.vs a a tnyw �ro r Sn;e- #047182 attwo>n,e".a.m dsM�t� e r s>h s tr.in+a=`xonM t t aryis c r r:ndr-iec>cta1 u+ i n a .er.�tt'rtwa5a rt �aaya«nYrwa :tF, 1 rRa a v:v.aa r gar -�dv �,ti6e ra b>x 4620 ParlMew Drx. a Sr'1. ifibT D S 1YEP -'nd; 9 ti Nctvre i ert,u d d6l-, I leg ed'v�u.tng 6gail ps.*as ^?!�cdT S ,SY' iGZt eu1mi' ti'..i�_ctl i,.rms a!o a. 6i4dvp M I V�yq;MI 01uAiRYri'fru s.-atzdue cis+., docum hman loin. is F.drli=_tlttsoui NG wmt;on pcmmss�an af!—t rt ,f it.�ssrss - gc.e_xt eo-Tross6,ywt rr Enq.tier of yf d�ha, �'I St Cloud, FL 34771 Job Truss Truss Type Qty Ply WRMSCM1560BIL GE01 Monopitch Supported Gable 1 1 A0286719 Job Reference (optional) A-i Roof Trusses, Pon Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 16 15:46:48 2019 Page 1 ID:xhtbvZpZyEOpo7r8?qW 18cymLcn-it0ceD7?RWeo9pmhe0akYyiUE2Uj5EZOmHUQ4zydOxL 2-8-0 T Q O 2x4 1.50 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 7.0 Code FBC2017fTP12014 Matrix-P Weight: 9 lb 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 2-8-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 71/2-8-0 (min. 0-1-8) 3 = 71/2-8-0 (min. 0-1-8) Max Horz 1 = 39(LC 12) Max Uplift 1 = -13(LC 12) 3 = -33(LC 12) Max Grav 1 = 71(LC 1) 3 = 71(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1, 3. LOAD CASE(S) Standard Pbeasa ftn 9h ih f 33in'l Y I S CE i S . {. i{ j P £nA T£Rh.F d.0 Y:6i°tpiSS'S' YfSw R (°S.iYF ad f CYt! O 9.1. -'W, >f . L iy p Para a nd ead to fi:;s 9' is nra T f i?Ul red the s;.at-+a"ve+;s f {nark se t,niess.< a�,m Tco ra ,n ia.PE t r L,. Tsadf m � e{of� d sal fld , jvt �x s ePs ,e.y Fqx, nr7 s __n a„ Manuel Martinez. P.E. '.. swR.. ih y bn ter+p tirq twr�.ixERy (,tirf ae i -', txT 8... q !.-'4L`D Se TPF 5 TY d D'—pi—,b.1th) dawn Weh4 I � trh T f yB ,*,F.xs..11 ,M. po tfhe #047182 n Qwy )+Dame+ Nt da,,. t Ur E F;.xFT{kxsy nihaw LNr,. the{t'tG;t 18G >L a:uwy code enC TFFf Ttw ,r 'vsi rlfA Y03nd >ffwd use at ih 7 v'xr df+ 6.roH-sWrdd f 9ar arA Lmuy 5halE tsb pc il>j co -A RN f i2_ M T erW tn¢ Precd: __' . C B H.fnq otx 16n'tmu L P 4 {B Puix s_ sr —A, E _ i Na, c d Me gerw 4 d ce TP4 d M1nps ih K Pa bD s sn0 t Cloud, d, FL 34 7 sue- riv e eai;T Ma.wt,auxe Pn>pae as by c { { n, > �..0 py l v d r sr —A, ems, mQ > aer y3x,tes Ttiys sv�zs� enH :e�. or enr hv.6mg: xu St Clwd, FL 34771 tsptaLxrdfzrtns Spas d_fl:�Wa°,FF,. LvP)+31xEQ3li6h 3RGai 7xu.,ses RcyoCUci.m NLhis do€ush nL e�anY taYrr,,.r Prt, Afted nRnntt Me w:xi?srtpemga,an cf h-LF;af inessss. _ ''. Job Truss Truss Type Qty Ply WRMSCM1560B1L HR Diagonal Hip Girder 3 1 A0286720 Job Reference (optional) 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. Mon Sep 16 15:46:49 2019 Page 1 I D:ld_OOXyyT61 Bi_TXo 1 jwHHzefvK-A3y?rZ8dCpmfnzLtC65z49FWuSi8gbdA?xDzcPydOxK 1 -1- 00-10 , 4-7-4 , 9-10-1 , 1-10-10 4-7-4 5-2-13 3x4 = 1.5x4 11 3x4 4-7-4 4-7-4 9-10-1 5-2-13 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 0.59 Vert(LL) -0.05 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.10 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(CT) 0.01 5 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MS Weight: 43 lb 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 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. (lb/size) 4 = 159/Mechanical 2 = 442/0-10-6 (min.0-1-8) 5 = 274/Mechanical Max Horz 2 = 182(LC 4) Max Uplift 4 = -107(LC 4) 2 = -180(LC 4) 5 = -64(LC 8) Max Grav 4 = 159(LC 1) 2 = 442(LC 1) 5 = 274(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-734/174, 11-12=-684/191, 3-12=-683/181 BOT CHORD 2-14=-266/679, 14-15=-266/679, 7-15=-266/679, 7-16=-266/679, 6-16=-266/679 WEBS 3-6=-717/281 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; 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 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) 5 except (jt=lb) 4=107, 2=180. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 77 lb down and 90 lb up at 1-4-9, 77 lb down and 90 lb up at 1-4-9, 36 lb down and 41 lb up at 4-2-8, 36 lb down and 41 lb up at 4-2-8, and 66 lb down and 88 lb up at 7-0-7, and 66 lb down and 88 lb up at 7-0-7 on top chord, and 12 lb down and 40 lb up at 1-4-9, 12 lb down and 40 lb up at 1-4-9, 16 lb down at 4-2-8, 16 lb down at 4-2-8, and 30 lb down at 7-0-7, and 30 lb down at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) 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=-60, 5-8=-14 Concentrated Loads (lb) Vert: 11=57(F=29, B=29) 13=-74(F=-37, B=-37) 14=46(F=23, B=23)15=-9(F=-4, B=-4)16=-56(F=-28 , B=-28) f Pm sath�qughy iT !+-1RG(t- I5 £ t4 !is '7 CEtF - TE MS rd cch0lY h! SG1 TDM fi hefrBUYE; AGYtF IIv3:'D EN t rya 3 r a+ d d t ih .�Sesrj � g(oo) dfh 3'^xEre sh I' , u 1 r 1-d ,h D tyas rl r,:1af b a di tb TOO ba M1SanuelMartinez,P.E. a'� t € I �q a blyr� d iHe SIdT d_a •a v TnD da Taut Tr a sza p 1 drop Mtn I rfn T iM :.ye s ip m b y fttia #047182 ,F trt,el.7' uUx. d t u a 1 -id De 9 ti w'tiN 1 tlVIC,Rw IBC b iE rl t r^,u d ,T D s+q C .( 4F1 1 ' et ut 1 TC D S [n p 0 : d g d Irse ..f:tr• 8 h' B Cncnp t Salety fnfo nat rSUj:y 5 d aY TP .p fi CA it b i;' 5 Q ce f t d h ,i pc bG9 _ d 4620 Pathriew Dr u( f>he D Sp -tY£2 tst;d- 11 -vre 1 ath- .kf dbYBC i ls0 xd'trpo x-Ls,&y IPa'"`E'sITh 9p '..£y tlQl,i 6alang9¢��e.o Irt�a=:$yt £pyeerpf yhu.dry.F.ii $( Cloud, F134771 p...4�dt.sins a'emdefnc-t Fr i Gcp;ht C"2ri.0 Ai Rua'fiu se—,.^zataEled; .M,. datum ,t, fn payi>?s„;s,.t;h9�.dwt[.e.dNa<nNert {iFmt55;aP.cd f: 1'fixfT u..sss, Job Truss Truss Type Qty Ply A0286721 WRMSCM1560B1L HRA Diagonal Hip Girder 1 1 Job Reference o tional A-1 Roof Trusses, Fort Pierce, FL 34946, design(Wa1truss.com 1-10-10 Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 16 15:46:50 2019 Page 1 I D:ld_OOXyyT61Bi_TXo1 iwH HzefvK-eGW N2v9Fz7u W P7w3lpcCdNn h 1 s 1 TZ2VJ EbzX8sydOxJ 4-7-4 9-10-1 4-7-4 5-2-13 3x4 = 1.5x4 11 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.05 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.11 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.42 Horz(CT) 0.01 5 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MS Weight: 43 lb 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 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. (lb/size) 4 = 180/Mechanical 2 = 453/0-10-7 (min. 0-1-8) 5 = 301/Mechanical Max Horz 2 = 182(LC 4) Max Uplift 4 = -125(LC 4) 2 = -185(LC 4) 5 = -67(LC 9) Max Grav 4 = 180(LC 1) 2 = 453(LC 1) 5 = 301(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-777/214, 11-12=-727/231, 3-12=-726/221 BOT CHORD 2-16=-288/720, 16-17=-288/720, 7-17=-288/720, 7-18=-288/720, 18-19=-288/720, 19-20=-288/720, 6-20=-288/720 WEBS 3-6=-760/304 ?[45111*3 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; 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) 5 except Qt=lb) 4=125, 2=185. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 77 lb down and 90 lb up at 1-4-9, 77 lb down and 90 lb up at 1-4-9, 36 lb down and 41 lb up at 4-2-8, 36 lb down and 41 lb up at 4-2-8, 54 lb down and 69 lb up at 5-10-11, and 66 lb down and 88 lb up at 7-0-7, and 76 lb down and 103 lb up at 8-0-2 on top chord, and 12 lb down and 40 lb up at 1-4-9, 12 lb down and 40 lb up at 1-4-9, 16 lb down at 4-2-8, 16 lb down at 4-2-8, 24 lb down at 5-10-11, and 30 lb down at 7-0-7 , and 40 lb down at 8-0-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) 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: 14=-60, 5-8=-14 Concentrated Loads (lb) Vert: 11=57(F=29, B=29) 13=-14(F) 14=-37(B) 15=-56(F) 16=46(F=23, B=23) 17=-9(F=-4, B=-4) 18=-19(F)19=-28(B) 20=-36(F) j� sc-6. h mee ria inn eh- t isCJ Y31 6W S fh m- d of a o. .d S'phpiT CAiS'C SYOM aryl lFTd f . the OD e,r1 t-A, .1 a TD.3 ..sd the !il ,a.'*y Erma £ asheeifigiar Unlass at st tsd ctth 9C '=yA aedoet"-TlDl f. tvseat kh TD,, be 'd rsa D Eng .gd.9 Ny E•g }Y t nl '� I ., nis ar, Manuel Martinez, P.E. • as �„ a >a srn+s' U:anaer�:,. owriaquy ta.t d +, 1. gG, o-: aer. zed cn tn«sDDc e n r?t t rr a qs rt e.1m, o� e elm sir a r+t % t-. rs -moeh 4 u. m yuttna #047182 ,4w^' Ihs P„ne±'s NJ a cy [ .t &r YJ, g t:+ ,y TDO -d t Lhe 9nr i,p i&6 bc.. IS g mde u-.d 7" i 'rise ?f '• the 7DD end Y fWd 'e N. T Mud h hp..seor 1y f was a A Lre ,� ahali Lx H pe :,�iM{ A` Ves beat eer aca—l' m ea d w,a t- A a d M e�+.c�x a H ;aeune;;,enw va�.rgc.:�. t Latg�x mr r�ry ss aX ma,9a nq sPc �scn e.�a mr .cac w=get, y d oe; aau aetu,esmy perts:b4YL g and 482o d, FL ew Dr yt scrth .n sD s se Rz ma ara raM e,,u a�9 u � �d yaca>t oae a � v� sa:nm1rnss rs a aPFs oYraa,� y a�aarosu s a ¢ da,Rra ;s St Cloud, FL3d771 caceuu atarmsa•¢vs fk:bnedih=FFiP `;,,,3M112:6 A s stoat Trusses-42ea&s',t st R„s dtlEumert ariy I. s-tt.bfftd d.&..+t the —u-pGrmlS3a 0G.-t R-J sree-: WRMSCM1560BIL IHRL (Diagonal Hip Girder 11 I 11 A0286722 3 16, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, It ID: id-OOXyyT61Bi_TXo l jwH HzefvK-6S41G FAtjRON 1 -1-10-10 4-7-4 9-10-1 1-10-10 4-7-4 5-2-13 2x4 = 1.5x4 11 3x4 =° I't 0 4-7-4 4-7-4 9-10-1 5-2-13 Plate Offsets (X,Y)-- [2:0-0-9,0-0-31 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 0.59 Vert(LL) 0.11 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.10 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(CT) 0.01 5 n/a n/a BCDL 7.0 Code FBC2017ITP12014 Matrix -MS Weight: 43 lb 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 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-6-4 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 159/Mechanical 2 = 442/0-10-6 (min.0-1-8) 5 = 274/Mechanical Max Horz 2 = 182(LC 4) Max Uplift 4 = -11O(LC 4) 2 = -271(LC 4) 5 = -229(LC 5) Max Grav 4 = 159(LC 1) 2 - 442(LC 1) 5 - 274(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-734/451, 11-12=-684/468, 3-12=-683/462 BOT CHORD 2-14=-523/679, 14-15=-523/679, 7-15=-523/679, 7-16=-523/679, 6-16=-523/679 WEBS 3-6=-717/553 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=110, 2=271, 5=229. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 77 lb down and 90 lb up at 1-4-9, 77 lb down and 90 lb up at 1-4-9, 36 lb down and 41 lb up at 4-2-8, 36 lb down and 41 lb up at 4-2-8, and 66 lb down and 88 lb up at 7-0-7, and 66 lb down and 88 lb up at 7-0-7 on top chord, and 51 lb down and 40 lb up at 1-4-9, 51 lb down and 40 lb up at 1-4-9, 10 lb down and 40 lb up at 4-2-8, 10 lb down and 40 lb up at 4-2-8, and 29 lb down and 71 lb up at 7-0-7, and 29 lb down and 71 lb up at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) 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: 14=-60, 5-8=-14 Concentrated Loads (lb) Vert: 11=57(F=29, B=29) 13=-74(F=-37, B=-37) 14=46(F=23, B=23)15=-9(F=-4, B=-4) 16=-56(F=-28 , B=-28) P tt 7Fkv !h ,n,t R G.T LS Eb (S IEFCJ C fER4-7E NE dGCA.t33T CN $TlF7Cfi1 R(' JYEfi'r GVft6WL.Pf'�iFNi^f t iy tlzy�.. [ d A t in 7' 'k. Si { G affi ..pi!yE gl+ cre ifwi V 1 .her za d u+ T D y?,i 'toed Fla At aat !i T n b d n .y E g ^gi ghr E•g ti+ 1 s,Jx_D srs as Manuel Martinez, P.E. :Ox:i F Jsmet' U^tihdYio'. d6y Fa blryt i d g PJh IaT Cvy.ctd LhaTDD W <¢Tt'!:i4t d 9 as P iaj?g Jt "etzigV tl. tdM1 T i y6,d 9 ibei.T'tb Y?iti.- 9047182 gC g V9 1N t ih / f iBGk tmR7g J dP:l7 TFw �y. » rJ3s nla lyfv+d vaeai;fi T J eH 3 9 l4 Js' t t arC groha0 Lv3'!t arc. IAY 4620 ParkYew Dr re e_ rm ns s 'tyEg M1d.ry f! a oK ! Ma a�� aEyac I�ba d abr,srua a � aTh s sr a ana M 6a.y ,,, e=s t e reroray5.a,y: 1 St Cloud, Ft.34771 .-,M'.. 4-c-;-fms::.ea�d.hnc.. rt i., Caprv�hi4.20.aA iRc o3 Teus. Rc:.r+Cue'. tnisaoium an}lorxr„j F.atLRad wd•.o�f Ure wnxan pcinis�?Fn c4>T h'xf ir.�sses Job Truss Truss Type Qty Ply WRM,9CM1560B1L J7 Jack -Open 9 1 A0286723 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 MiTek Industries, Inc. Mon Sep 16 15:46:52 2019 Page 1 ID:Id_OOXyyT61Bi_TXoljwHHzefvK-aee7TbAW Uk8EeQ4StEegiosz?fi812YchvseDkydOxH -1-4-0 , 7-0-0 1 4-0 7-0-0 9 U4 = 7-0-0 Dead Load Dell. = 1/8 in 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 0.86 Vert(LL) 0.17 4-7 >478 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.20 4-7 >413 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MP Weight: 24 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 2-2-0 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) 3 = 178/Mechanical 2 = 349/0-7-10 (min.0-1-8) 4 = 70/Mechanical Max Horz 2 = 164(LC 12) Max Uplift 3 = -118(LC 12) 2 = -85(LC 12) Max Grav 3 = 178(LC 1) 2 = 349(LC 1) 4 = 111(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=4.2psf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) 2 except Ot=lb) 3=118. LOAD CASE(S) Standard F'.nsp t. 3h ih Prtp.X Te'iL55E6(SELLEW) GENERAL TERMS arA 'G Ci'ICN.&(WSTOM R CWVER-) ACKUUWLEf Mt Nl trm6 +y da% ra r d iR ? 0_^ ! a .rg DD} 3fhe S; '6..+yEs _t 0—iW M., 0, z a sh T D ny.sc �a ar,.ia r fe. cede u, r Dfo� ad, As a� ..E,a at .: Ea. ! f m az enrT c __ s Manuel Martinez, P.E. ur x to at .a een ,� wc*.w,,�ryi w a in u�pta T�ucsd^pwtt3cn lh+TCD . x>TR, t Tr d :�aae ej t d+ onion r„on� r r e.:eys w etr"aon �rNy eiffie 9047182 Osri hs 3M+eYs u1[ d } M 3 Euk yt Sia .fhe sv lnx4W VvIR4, (.S IBG kx W,7 .V ode snd M-1 The 2 Wtir. TOD id yf_fd � of me T Wh 'nm9,nWrsga t eat r. U4br wq ehat. 4 L'L"y "✓+i'_ Eutding D'ag C rsCA All tll 10 >rz — Too qno 3h y^' -4 n.$ d 911d11 aV. 511w Q Cwnpo. ' Set y W—muasL) }*uU.1fe0 6' TP±. d 65E h 1__ icv one y 8 :Pt) O h fw_ pc b4L -sntl 4620 ParkView or sgL� rth T D >y s,. di p s a add rae-,,,r,,,xa , eu, sg , hg s e t -t ea -Red r :u 4 �r a ramp m�.wed r e s ax a ncs'r ttie e�naaig .,�na� o rnr s svgw� e �o� ar �renywza, _ ,ui St Cloud, FL 3.4771 ^ap;.A..td terms am a.. duhexCzi-.TFr. CUpPiE2etSAl Roni T:vsses R€^:.mE3U.mnHi�s dotu a anX fa-:n. sq uhSKetl ri@Lnout NG ymt9en perm�svan ek kt {to..f?ass.:s.. Job Truss Truss Type Qty Ply WRMSCM156061L J7L Jack -Open 5 1 A0286724 Job Reference (option H-1 KooT i russes, Fort Pierce, FL 34u46, designLai truss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 16 15:46:53 2019 Page 1 ID; Id_OOXyyT6lBi_TXoljwHHzefvK-2rCVhxB8F2G5GafeRx9vF?PD133wmTsmwZBBIBydOxG -1-4-0 , 3-4-0 7-0-0 14-0 34-0 3-8-0 I 4x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) I/deft L/d TCLL 20.0 Plate Grip DOL 1,25 TC 0.52 Vert(LL) 0.18 6-9 >460 360 TCDL 10.0 Lumber DOL 1.25 BC 0.54 Vert(CT) 0.15 6-9 >542 240 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(CT) -0.00 6 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-1-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 91/Mechanical 2 = 34910-7-10 (min.0-1-8) 6 = 159/Mechanical Max Horz 2 = 164(LC 12) Max Uplift 4 = -69(LC 12) 2 — -134(LC 9) 6 = -125(LC 9) Max Grav 4 = 91(LC 1) 2 = 349(LC 1) 6 = 165(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-323/338 BOT CHORD 2-6=-582/283 WEBS 3-6=-307/633 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right 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) 4 except (jt=lb) 2=134, 6=125. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 30 lb FT = 10% Jt� P`x. vef phY - iY f. iROOF Txi(,5 8h('._LERry GEti P lE #t5 d.Cf'f Uiib'CJ YCM £11"8 Y 'r ACYt! itilE1'S'Mp'. F"f i K J.. f Far d d t -ih "?E L1 w,xr (7U'"f dth iW U i h s* d :ln T'D Ty++'p e'tar„la'e diz at�ir, i"'D' 6 d R _n. D �5"E 4 91 �'YE S rr b 1 nYTDO n Manuel Martinez, P.E. f�i esy. ih Ste# el t^3 i+� ➢b' �tvi q. ! d �-tthe.AnF7e7 d:pq-I- 1 tie-fDD t' 3n T l:t Tr d- p ess p3 Sl jrz, 3Mn bit4 lV nh T in -y$ •d 3-s iM :r spo +b .Y Iffi #047182 'Jx-. .hr0 et ! zed - at 8 id 9C 9 ih wr` tcYth 1 C: the16C k Tb0d !! 3 .6P t TN- vpr.a. iih "UD atd an(f 43 ih T Y.-ah i p to ag t Y .. 'd L-a sf tteb r b5. yti L'z^ d Ues n CC t 4 t i 1 Zr GD' tltn pr-+9 tlgai D �:StY gCa..�pa-� tS (1}i (n aD B.CA}'wU dtryi ;e .d,FCR i feR r3 q tl T A t4 M1 ti rep DU y 4620 Park\iew Or .t+l',^ rNd 'U S AY€p and+ st3enu'arnv>e 1 cih=w-s dhV-C �rt'te9 ed' tT'9L7.AP� Yw"edT sp_ y, et.GTt-8�.rwnyoeyy¢mTnr4s:SY-t-m€.P"!o! yhs.dna:{JI $ft:lDurl,rL34771 :.atr:.A,.,.d tmrma a+e a. daF.nE,. mTP+T C. ppr'.yWtC2UiGRt Ro�ijlu., ^s ^-.r.�nduC;. c. ih�.locum �L many lxrt: sPrtm¢..q uithnut tT¢�mY.ert P<: iss on,NT•-ifi -f7nu. Job Truss Truss Type Qty Ply A0286725 WRMSCM1560BlL RT Jack -Open 6 1 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 MiTek Industries, Inc. Mon Sep 16 15:46:54 2019 Page 1 ID:ld_0OXyyT61Bi_TXoljwHHzefvK-X1 mtuHCmOMOxukEr_fh8nDyRfTSJVy2v8DxkldydOxF -1-4-0 , 1-10-8 ,2-7-10, 7-0-0 1 4-0 1-10-8 0-9-2 4-4-6 1.bX4 II 3x4 = O W O Dead Load Defl. = 1/8 in 1-10-8 2-7-10, 1-10-8 0-9-2 7-0-0 4-4-6 Plate Offsets (X Y)-- [3:0-1-3 0-2-14] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.22 6 >384 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.23 6 >359 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.07 5 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MR Weight: 27 lb FT = 10% LUMBER - TOP CHORD 2x4 SIP M 30 BOT CHORD 2x4 SIP 240OF 2.0E BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 166/Mechanical 2 = 360/0-7-10 (min.0-1-8) 5 = 87/Mechanical Max Horz 2 = 164(LC 12) Max Uplift 4 = -105(LC 12) 2 = -78(LC 12) 5 = -7(LC 12) Max Grav 4 = 166(LC 1) 2 = 360(LC 1) 5 = 118(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=4.2psf; h=15ft; 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 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) 2, 5 except Qt=lb) 4=105. LOAD CASE(S) Standard S""(-VILER-j GEUERAL IERMS dGOb6i ONS oVeTCN9 R('8UYE.?n A0KNOW1VO MENi`Ia V sly -Qg par E d ad #sF V.. (',Do) dyne sce uses �eE s$ffneE�r re u3 c �t»d�„m roe ry ,o oea�,.,i r E».rurae �. �ac;o� tea.. —a. a „n see gf ' Egg it i »nyTOD Manuel MarUnez, P.E. e »w u 1e ande n ua yE t ae m T ssa z l-I"TOD W TPI,t Tr d u,,, Fr i�,N da r in i o r+n r e prays r�vire sM.y0 #047182 a r :»rg wr aea r e a iJ;Mdw, n,w i me src,Erac:r+»u u a'.ar�E+TNevrv.. m TD�erra yr =ea;.ce T +a�,rn o»omw a� +a�E :a.a ,y�r_ntu stnnr a e M�4620 PaMfiew or ;ffi�. rE T sD-ip a ayE Ri -dTti M».di ms;; r, a a,»ssvacarr r� � -rsn acor n raw •. &+ rapTme un�.,,eae�:un�.>pT�; eysEsn=eno.�,»,�qr»�rtxi,:a�.: wi 81Cloud, FL 34771 'WptGrna Eermrs A¢an d,.kncC i�:T`z+s+ ftS�2Uta 43fi�tinrss4s Re;.ic�Curt.as cf Em*dawmc t, i.i an .iortr. ss Jo=RMSCM=1560BIL Truss Type Qty Ply W Common 4 1 A0286726 Job Reference (optional) 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. Mon Sep 16 15:46:55 2019 Page 1 ID:ld_OOXyyT61 Bi_TXoliwH HzefvK-?DJG6cDOnfWoVuol YMCNKQUeytotEOv2Ntglg3ydOxE 14-0 ! 1-2-4 4-6-0 7-9-12 9-0-0 , 10-4-0 , 1-4-0 1-2-4 3-3-12 3-3-12 1-2 4 104 48 = 6.00 12 1.5x4 11 3x8 = 1.5x4 11 3x8 = 1-24 9-0-0 1-0-8 ,i 7-9-12 7-1i-8 ' 1-0-8 6-7.8 0- -1� 2 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 TCDL 10.0 Lumber DOL 1.25 BC 0.38 BCLL 0.0 Rep Stress Incr YES WB 0.09 BCDL 7.0 Code FBC2017ITP12014 Matrix -MS 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 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10 = 415/0-3-8 (min.0-1-8) 9 = 415/0-3-8 (min.0-1-8) Max Horz 10 = 147(LC 11) Max Uplift 10 = -194(LC 8) 9 = -129(LC 13) Max Grav 10 = 415(LC 1) 9 = 415(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-95/251, 4-5=-95/251 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=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch left exposed;C-C for members and forces 8t 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. DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.09 9-10 >915 360 MT20 244/190 Vert(CT) 0.07 9-10 >999 240 Horz(CT) 0.00 9 n/a n/a 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 10=194, 9=129, LOAD CASE(S) Standard Weight: 69 lb FT = 10% Y .,sxf shy 3 i ri"X'" i tia4E i 5 El'cfi J NE `iti TERMS a tl CXYND O ! b'CIV IM n ratfv -) Pv.t76N`i:EC# UE i f . t Yy f d d fe M Tra .Deg tI (70D). dthe- I`i z�ea FyE 9 f sh if f V I J^wn� sts d ath T^D .Yy.9,. �nectartzIa` t �b tl fh ?�Qf. be d it E 9. 9f 7E.9 pIM I J as c < Manuel Martinez, P.E. zyi -r p blryl ! d g d HrE WT _YdecC 3 nyhaTDD `y de TP1-5 T d ass }M i 3rzr 1J h-Ity vl ..f4h T f .y6 ,d^9 ! po "b Y Efh.- #047182 4u: F O - .F�anud .t J 0a'IJ 40 y Ore sti w iliei !`�iht l9G k„rval Gul3ny J dT'+11 Ttre X+f. •a' ffh lIDD" 3 yf d th T in 3 jh 9st�. da 462L1 P8fkl�CW �f .ejth Nn„Dest ae3 Ccr)rsGiw MlryGfeq.set Gil nVe TCid;s(,d Nip CCCey-bid 9'+3 i:.cpb)Et--ulvng Cu{nFa 4 t&bl tY ln(o. fi a6S..Aa:y�atY -C by'T, :z EGA ere retir eE fot {ye{fkr y,dance, 'iP Oehttt�1b. P dBes..0 ..JE -6 Tf of Cyre 1 cth' d d6 CurlrsGt a2 �-vpGr• tryL (part -ved Th e s`ty TJGTL $ ii.;ng.^ ±5 a r.ri+ss S}^+S. E Onee!of Jtw d.:&. Ni & r aYR St Cloud, FL 34771 _;q lmd tx s,&o s,..fikd TFixl G.,PyN3ht 420.GA] R.a jraiis.. Re_tiEYJ .no., d.,,6 Gb, fn a- f-,'tlErys Fuhh,tad uzEoef.fiC-t,,n pGihla.,nn 0E-t 4..1 iaues s. Job Truss Truss Type Qty Ply WRMSCM1560BlL T06A Common 1 1 A0286727 Job Reference o tional A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 16 15:46:56 2019 Page 1 ID:ld OOXyyT61Bi_TXo1jwHHzefvK-TPteJyEOYzef72ND64jctelgSG8Kzr8CcXQrMVydOxD 11-2-4 I 4-6-0 I 7-9.12 19-0-0 1-2 4 3-3-12 3-3-12 1-2-4� 4x8 = 6.00 12 4x, M N 1.5x4 II 3x8 = 1.5x4 II 3x8 = 1-2-4 9-0-0 I 1-0-8 Ii 7-9-12 7-jj-8 1-0-8 6-7-8 0• 12 0-1-12 1-0-8 Plate Offsets (X,Y)-- [4:0-0-0,0-0-0],[5:0-0-0,0-0-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.09 7-8 >900 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert(CT) 0.07 7-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) -0.00 7 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix -MS Weight: 65 lb 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 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8 = 322/0-3-8 (min. 0-1-8) 7 = 322/0-3-8 (min. 0-1-8) Max Horz 8 = 135(LC 11) Max Uplift 8 = -98(LC 9) 7 = -155(LC 9) Max Grav 8 = 322(LC 1) 7 = 322(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-129/283, 3-4=-129/283 WEBS 2-8=-208/305, 4-7=-208/304 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=4.2psf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical 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) 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) 8 except (jt=lb) 7=155. LOAD CASE(S) Standard .HSB 4 ]h i.ne ine'R-111CX1 Trxt,s Ek i S LSA p C.:t triA tt AVS Antl:CCF:DiTI K6 C - TYlid R CBttYER"1 ..CKtlOskt f ar'MEh3" iorm t fy -p par t rd .ad of Snm T Nl".'F ra g owl nd if,a ,:�aa5*y Erg eie c.F 1 f;nl Liss a skab.A a z rh TDD -n4Y fi . e w�neNm IafR sF ae us f {{, TCP 0 6e a a d Eng .g { E....:} .eeQ ro I anY i'�J F e`-'-are mt. Manuel MadineZ, P.E. em al ape. ra cwr ,tuuyt t deOr.1 lh ra4,,.: C^C ^ed cn er+a 3DD e un�. Tal s Tr a j. F� wai tl a+ ram i rtn r t ra d q;s ipe aan �*y.1 #047182 fresh Ut Gwnets if day t ! B'. gD-g the wnSexlt t.Ir lhv t8L ca.b klomq -de -di i,l Tlu pp—.1uf..Too -d Yf 43aee0. T S dh d tigstn* a¢ f 4oc um3 Lre 'S bhaa-Le t1 qr x#»h�i man4 coFa +4r An. nniex ref own o� TOD and me s>Taor � J aeaeu as>t W. 5I'w �g cy:?v �.-k snleiy inr �n:� ias-1i vua d aY T" m 1 sec e re+ eraad ros+>&ner e��aen�: a. s-t aex„6-3 m+: �sveax^„G�;es. s«ta 4620 ParMrew Dr al nrrh 7 6c lly gt s d I rnn>:.,. de w n} e c Ir t d — m —r" by M nay :.Yea T 8�-Ay NOT x� ew0„g 0'vs„e. W, Tase $ t— i ern cn,.¢ g. All St Cloud, Fl- 34771 terms d•a d.. d hn64.n"T#- , ruWi f E20i6 A i R-1 T..,ses R WducT.m at thu tl3iymen, .n any fitr, R f 3.sazs:.. Job Truss Truss Type Qty Ply A0286t728 WRMSCM1560BlL T06SGE Common Structural Gable 1 1 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 MiTek Industries, Inc. Mon Sep 16 15:46:57 2019 Page 1 ID:ld_OOXyyT6lBi TXoljwHHzefvK-xcROWIEeJHmWICyPgnErPra_SgULi1OLrB9PuyydOxC -1-4-0 , 1-2-4 4-6-0 7-9-12 9-0-0 1 10-4-0 , 1-4-0 2.4 3-3-12 3-3-12 1-2-' 4 9 4-0 ' 48 = 6.00 F12 3x8 = 3x8 = 1-2-4 9-0-0 11-0-8 ,, 7-9-12 7-p 9-8 , r1-0-8 I' 6-7.8 0- -12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.09 9-10 >915 360 TCDL 10.0 Lumber DOL 1.25 BC 0.38 Vert(CT) 0.07 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 9 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS 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, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10 = 415/0-3-8 (min. 0-1-8) 9 - 415/0-3-8 (min. 0-1-8) Max Horz 10 = 147(LC 11) Max Uplift 10 = -194(LC 8) 9 = -129(LC 13) Max Grav 10 = 415(LC 1) 9 = 415(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-95/251, 4-5=-95/251 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=4.2psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed; porch 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) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 10=194, 9=129. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 84 lb FT = 10% Fi gt ]h y - w ih H-t Hi G=7 l S es { i l t.Eii l ftiE44 ik b 6 entl.i5 DI i h S'.J'�T(Ni9 R ("BUYE 7 GV1J6rl2El' SiE-tt f L iy g, ,At - A, d mad th' x'Se R {3'U'9j dih ,ea��tyerg tc: �, rWoa, Unlais _dctih'P D,F�yAtp w,n¢mm„1a1 r 4beusedt in TM!ab d AD p E s gr -p:'� NE s rz-iti 1 :r � c K n Manuel Martinez, RE. "?'b fit {..h.Ys al p bYiy1 I d t iih 9N-`7r�='TCecCzr} Lh3 TDD detT t-t Tt. d �.+: Pi 1 'ry dha it3 } eflt 1 y8 d 4s' her="W 3 fih. #04v7182 zed 5ht @ Y g.C. tt-wM.-+3 C, taC,1t 15G, k,,9 blldip d -d TP iTta rP_. th TOD a,d yt03 ._ti.,U 7 S.. h 5 y vici d i i Ab r:y �h+,T. i:e ft 4620 Park\flew Dr ?i:i'Y d tles:.q G lrs] Fii t gt of Y C tI dih {us-h tl g del s?7 th gCulpa I S (,iy Into n5L (85p1}'g(+b d by TP%.s ,d GQ. i .ed J g _ Sid Le ^t i d fi 1'w. p L nd hil» the T O Sy I p g n4 ti fade 1 o'henv .k hY - irtri+s3 ad' n i -6n43y d pis ''v€+i T Syec s4tY re t.6., 2 e 0eacrn9ye: 5 mss S,rit Enry yee. nt TJ by d ry nil $f Cloud, F0 34771 Lvtl^ait_edt_rms z.2as d-fine.an7. rt t,,.�}nykt� 2016R iRo-si'i'ee r. Rc-,tiw'.IC,�a,c. Nns do<usn¢ohmonyfoip.,f. Fiwh=+2Y.dssi[n NF mnH¢r petmas.ph nlR l-fiq,{;ru..s Job Truss Truss Type Qty Ply A0286729 WRMSCM1560BIL T07 Common Supported Gable 1 1 Job Reference o tional A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Plate LOADING (psfJ SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 7.0 Code FBC2017ITP12014 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, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 11, 12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. All bearings 7-5-12. (lb) - Max Horz 10= 29(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 10, 6, 8, 9, 7 Max Grav All reactions 250 lb or less at joint(s) 10, 6, 8, 9, 7 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=4.2psf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. ca I (V Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 16 15:46:58 2019 Page 1 ID:ld_OOXyyT61 Bi_TXo 1 jwHHzefvK-Po?OkeFG4auN MLXcDU14y36Bo4vDRl FV3rvyROydOxB 3-8-14 1 7-5-12 3-8-14 3-8_14 6.00 12 4x4 = 1.5x4 11 3 1.5x4 II 10 9 8 7 6 1.5x4 11 3x8 = 1.5x4 11 1.5x4 II 1.5x4 II N N CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.07 Vert(LL) n/a n/a 999 MT20 244/190 BC 0.02 Vert(CT) n/a n/a 999 WB 0.11 Horz(CT) -0.00 6 n/a n/a Matrix-P Weight: 91 lb FT = 10% 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 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 100 lb uplift at joint(s) 10, 6, 8, 9, 7. LOAD CASE(S) Standard J� p' as»M' �tv,{ # F,R 0\ 7 MM5 ', % t4FW) Et :RA 'fERf,.S d..^,t7, ONSC r(3M R(°MJ3 F'j.S,iSt16Wl f5z",1EAi f . } fy na 1 ad ad i dh r Oe Sta (00).:d tho f51 'S aaHy Erg fe t4,eeiW li Fr 61 taWds U D 4 a-1-1ar 910 Ya b_ Ci 4,e TMt 6 -.A, A, D } E.g ,gi :$re 3Y E.9. c. 4t 1 yTD-a F sans an Manuel MarlineZ, P.E. '. '. Uz z iep aertrz„ �poesUgf f u gnc.i a+pteT szEepeaee3ontna1DD p do-iTPi f T d o toad d->w.ahil t i fit, T k ay5 si pem 611.y0itie #047182 csv t cam' e+e sf q t m e waq ¢a roie. im t as a. aRc ata. lac k * z». a gand 4620 ParkView Dr n1 Lh b nd F Pa •g Gcntpe4S A (> 3�t uN ir-e T(,th-Yyd e;ae.^6cah tl 9u�`al s'W .!'es BuW.r,n9 Cnrt+�vsY t &aigfy Mf t ve$i'.�} a ab. hr•d by Tf>b b°3LA m Rir RLed fW gEn W gufQance: Ti'E- d fi itw FcnJ+' Ibes. �+d zki f!h .O b &.�euehYE rant ttawlach+ taus ciharo Je Wd tz')aGr#ss7.ndized w-1�..g {zY IiP�'s 'ed Tf+ St ":a..SY wf-0P: fie Bvl ng'JesSne o-Tnlss. bl'91am E'+g rimer or anY 6z+:h,ry All St Cloud, Fl. 34771 c€pfsive.. tzmts a.»asd_hmd sn i'rz LmP)�3hi�?e4'uh fiRt�sii sses Reau'uctn et Nns d[isZ.mest uz ang ls+ms, senv..J:tada§sratf9,t+vM`adpmm>$stdn ct N-i Ra:f ;,Asa._s:. - Job Truss Truss Type Qty Ply WRMSCM1560BIL VM08 Valley 1 1 PQ 8g730 Job Reference o tional A- i RooT trusses, Fort Pierce, FL 34946, eesign[_waitruss.com Run: 8.zl u s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 16 15:46:58 2019 Page 1 ID:Id_OOXyyT61Bi_TXo1jwHHzefvK-Po?OkeFG4auNMLXcDU14y364R4sCRm1 V3 vyROydOxB 4-0-0 6-0-0 4-0-0 2-0-0 4 0 0 3x4 = 3x4 = 3 4 2x4 e� 1.5x4 II Plate Offsets (X,Y)-- [2:0-2-0,0-2-8), f3:Edae 0-1-8j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.54 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.22 Vert(CT) n/a n/a 999 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix-R Weight: 20 lb FT = 10%G 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 6-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers =.ide cross bracing be installed during trus accordance with Stabilizer Installatio REACTIONS. (lb/size) 1 = 193/5-11-8 (min.0-1-8) 4 = 193/5-11-8 (min.0-1-8) Max Horz 1 = 70(LC 12) Max Uplift 1 = -46(LC 12) 4 = -58(LC 9) Max Grav 1 = 193(LC 1) 4 = 193(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=4.2psf; h=15ft; 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) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4. LOAD CASE(S) Standard P' se hr Jh Y R IS A-f ROOF TRusseb t S � R") t -.R 1Fn'F S d p4oT .'11b M,11I M R ("S YER-) AGWJMVLFG MEN f.-: ty 4 M rare t 9' ad tnfi'M irf :» iass3 J aw,. 3 { GJ} �d ih -RyEs .�'- na�tw u L9(d :d. ro yn:He e-w.,i�r r ab dr ti r Dt to ad. A 7 o e:4. si 5?e;xrre.s ,rp .z i nrManuel Martinez, P.E. p., qih p si 1 q l - ya }.ityf d he.m� TY as tUd 1h TDDxS 3e T t: Tt d ss Ft 3 is di ihy J _ct ih T t iry6 ,d q i'+rvspn 3b+y tifie Giv: hsGNm i'. J d 9 i is 5 g0e 9 ti M-irfth 1 G".. 150kta Iw.i,t y d 3Pf7'Chs rt Ytry TC� d:sn f 1 ea,th T m^i d 'ahstw' sb - - iio47t6o l`, "L i� r�o s9� SC art A tau! 1Y YQ -' N D*bzbcC F tl ,3.t 51 1 4 .i r RV pi Lte i+ t+i 11 1^ kxN 9 qCc.. }io [t edl ti 1 f L HSGi} b. 0 bq . .34L d 462() ParkVleW Or rl}=_ t{h snr>e.D S -[ $A 7YB 6 d., It �hx^.a% I atl .7 dbY .f 9 ies d4ptl C» byai Ps'tras sC U Sre^ Y-5 {dCE]'f .SaP..n9.,e',g rt�ssSYvt E q�eg oT y.ru.b�ry. i�i $t Cloud, Ft 34771 cmptd-niznr:s �,�6 a„ee6n�6s�:( Y.G.Pi+r3ra .211.ah IRoa Siu ses Acrmduc m�o.i�t.do_ukn at. s�im}Jrm.; 7. aCu..S�t_d u'traPf geuritaq pdr a n61'-VR .TNss„s. Job Truss Truss Type City Ply A0286731!, WRMSCM1560BlL VM10 Valley 1 1 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 16 15:46:59 2019 Page 1 I D:Id_0OXyyT61 Bi_TXo1 jwH HzefvK-t_Zmx_GvruOE_V6onCGJ UGfK8UD3ACLeiVeVzgydOxA 8-0-0 8-0-0 5 0 0 2x4 5 1.5x4 II 1.5x4 II 3 4 1.5x4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.23 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.25 BC 0.11 Vert(CT) n/a n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 n/a n/a BCDL 7.0 Code FBC2017[TP12014 Matrix-P 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, except end verticals. BOTCHORD 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 = 89/7-11-8 (min.0-1-8) 4 = 111/7-11-8 (min. 0-1-8) 5 = 335/7-11-8 (min.0-1-8) Max Horz 1 = 147(LC 12) Max Uplift 4 = -51(LC 12) 5 = -155(LC 12) Max Grav 1 = 89(LC 1) 4 = 111(LC 1) 5 = 335(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-275/117 WEBS 2-5=-272/418 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; 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 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 5=155. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 31 lb FT = 10% Ycaset ghq teue iT F NiiK T l5 EFtS i fi t § tEn'A38 ard:Clir�DiTt SM1S-C`-4TC3fi9 f`(°a YEia""f :+C.�tlodlifG ttFrF1'famn i ty da g ,a nd d in Csspntlrave { GGj diha l #1 �> $a k Er.v '� sheet t of " u.tE ojl t ted oh 3Ap -MD, rz£y k p e l +oe ,M f t n be —d f th TDO to b C R D yi En4 ,9 t, e, S� h E e9 3h of w any F e__n� sn Manuel Martinez, P.E. x cse �,nse v+a ,wrF.uaey { d to ra .tss a r+e lt�'teD un r d , TPr a The a a a+ ns. taad n3 3 e a e +s t - f m T f., :,r s W qm t" renac. 6iMy at the # 047182 ti`.Gvmvis ,.'J d a nl 2Y & fdtig Ca fFre zw M l s,e ei:xk IEG bxLib I.Sarg was-d ]F'At This p V. T Dgmi yfr+.d vse a[th T rr.3oS �h 3,i g.. stors s t i T :e.a t»xs .:y vhetE }taU ✓a st: ' c;r, sara.,,s a g�q a t + + u t .s r of tre , riv ana m mQ n� .a a y t ¢ -.r cr s ,ny cemt� tart t':t�r uun l9s:a}.a�U"¢r+•zd by r,+' ..s .cn re+e e ad ro: sea � v a t i s n m as tv and 4620 ParklAew Dr ikA rn' D a s-e:�.afzv e e �* a�;i. �o s or)-Ot—ee def—d bye d.t t ayaea ar -* nd by 0va a-r�;.�e 1 s r �, NCIme a,,.t nq ne. or 1—svv2erf; e -. ae enr no:a,a�;- tai St Cloud, FL 34771 caG;tal.ecdi_m:s ate as definE6r.,tF,{(,sP)`+`3FT�ZU ahf Ra>£'f nt.¢es �hEY4yud,pl 0L,,sda_u,+,ea.„manyfxm,ts..tiF.9ir..dw',N'ro�f ik¢Raf to Job Truss Truss Type City Ply WRMSCM1560BIL VM12 Valley 1 1 A0286732 Job Reference (optional 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. Mon Sep 16 15:47:00 2019 Page 1 ID:Id_0OXyyT61Bi_TXoljwHHzefvK-LB799KHXcC95cfh_LvoY1 UCUVuYMveLnX903VHydOx9 10-0-0 10-0-0 91 a 0 2x4 5 1.5x4 11 1.5x4 II 3 4 1.5x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.25 BC 0.17 Vert(CT) n/a - n/a 999 BCLL 0.0 " Rep Stress Incr YES WB 0.14 Horz(CT) 0.00 4 n/a n/a BCDL 7.0 Code FBC2017/TP12014 Matrix-S 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, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 124/9-11-8 (min.0-1-8) 4 = 145/9-11-8 (min.0-1-8) 5 = 414/9-11-8 (min.0-1-8) Max Horz 1 = 188(LC 12) Max Uplift 4 = -67(LC 12) 5 = -190(LC 12) Max Grav 1 = 124(LC 1) 4 = 145(LC 1) 5 = 414(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-314/128 WEBS 2-5=-330/474 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 5=190. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 40 lb FT = 10% � P ase rn ilh+Y wipe htROOF T3L5SES tF _LFY`j C rE TE 65 rtd. ONU,TDrsaC �T6U r'{aUieF cvaoJ, Evr rIT f .1 rt'des g.. d ad t ih T, 6e -'1 { DID) dfhe r "� ,mdai(yE g rroteie hesito R se U i s<. [�S th T'D 7 ri rp(af beusetlhrLS T359afr eFd -aF D Epgi .g(i ..e ^yE.g etr-3As i n/;'tJ n ao Manuelh4artinez,P.E. ..Y'?s*tce c'Ih ;m i., ix 1 g r.*3 BFb Itti ly.( d *m Is7 O.p cf d he iuD J de 7F4 TY d S es pl i admg dt p _ IxW} l r/h 7 i ry6 +7 p5lhe respn k } fihe #047182 4x• ih Qm, &. fip, d 0 vI M 8 i gDa vg ll M t'lfLh f G the I8L k lb ITmk de dd'% i T6+ rj w:3' fh Tu3 sad ri d "ih ; rc.,¢Sn h dt 9. stn t eNnr_ dLre t.V iYzL rg ,x. Ry m-g.1 r i; s Cv,^ iSal t}.1 fv s4 3SC0� b Oby T3 E2>y6 CR - 1 3N g ne35 d -T d M1 t, pc IN -d 4620 ParkUew Dr &D "er 8pe tly Eog, ,k? M € ttyre t cilu�,w, ky' Ltri tea eIIF t--�pLy 1pcot. "W Th Hp %y f,GT t� 00-9:u zg—.—Tnvs_Syst mE gnaer of yW.d�ta ! � $�C�011d, r� 34%/1 flh T , 'tsp:Ulsa3 tt�msawe v,. Efc6ned va:7'F' . Cyp>e;5� :2iS.Gh iRvi. Tsu es RE�tEUCic�c Ld dveum nt,n arty lo.'m.is uva,FLitad wl§ nNa rsett_s pn n w F iRo.,iTeass.s: Job Truss Truss Type Qty Ply A0286733 WRMSCM1560BIL VM14 Valley 1 1 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Mon Sep 16 15:47:01 2019 Page 1 I D:ld_OOXyyT61Bi_TXo1 jwH HzefvK-pNhXMgH9NVHyDpGBvdJnah kd H Hsae5Fxlp7c1jydOx8 12-0-0 12-0-0 0 0 3x4 LOADING (psf) SPACING- 2-0-0 CSI. TOLL 20.0 Plate Grip DOL 1.25 TO 0.44 TCDL 10.0 Lumber DOL 1.25 BC 0.30 BCLL 0.0 Rep Stress Incr YES WB 0.16 BCDL 7.0 Code FBC2017/TPI2014 Matrix-S 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, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 153/11-11-8 (min.0-1-8) 4 = 174/11-11-8 (min.0-1-8) 5 = 503/11-11-8 (min.0-1-8) Max Horz 1 = 229(LC 12) Max Uplift 4 = -81(LC 12) 5 = -232(LC 12) Max Grav 1 = 153(LC 1) 4 = 230(LC 19) 5 = 503(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-363/149 WEBS 2-5=-402/545 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=15ft; 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 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. 1.5x4 II 1.5x4 II 3 1.5x4 II DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(CT) n/a n/a 999 Horz(CT) 0.00 4 n/a n/a 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at=lb) 5=232. LOAD CASE(S) Standard Weight: 48 lb FT = 10% A' Asa 6� 3rW m F } Nrf TRltS t•b i S_Ll. R j ae ERA TERMS rzd:GOIDIT MSG 'rbht i ("B.tYER"2.".E'Y9t N'L G 41EUT foxrr b ry g fa' d G, th" Da 9 a tTOG} �d Yne -,.�aa s E 5 t,eaiamro, uo�Esgar:a xst�d: rt, ro ya egto* i t� r i a_ a d r to Fuc t ue sr,d a G a eRy >9 i. ..a *x E s m I s'Y any ,; a nfs sa Manuel Marhez, P.E. ice„ min s. vim. ee:.a -, mt.yt t a -,, I T. lb.- aen or,t �T aep- s rr e ne v ioae �t „ �— o 4t a a..�sne 2*^y at uis #047182 i�dmg D- .e'i d ,t t B S7rrtQ De +g DO r rb b,tG t IEL k t L+rW y ewle snd TF l f the Y.'r.r a' the u5S0o i i by TFq ih T Lr3 .,� h 6Y 8 W, f t ¢ ..i §rra sht. Le L {.cm inis{g ra Deere sm ;< -'.R yr I . a srr t t. . aF�.a a c, p -uf— -W'� d by C s—� ag c W'* t se+ ".rM „rrsu ascl5 atrs,••a ay.irc d s .c x a ret ro: moo scams. Tay a m,r. t';e ae ro.w ens 4620 ParM'iew or dul._Ntte 3riras Dasyner,Sbeciatty EtsgmeAr a>id Truss Manuiac.".rrer, u>,lea: c4tt,ez�w:se .}afiaetl tsl e. Gor;i.aat+a�aed a^'^,n'd^'�4 tyaip�t•cs rnc'oe3 TirsSAY Eoy�e»+is fd_Ea Me Bv,kwn9.;n ynaw$rossSYete'r. EvH,ear of a.Y Ev ��^v.. +'ai St Cloud, FL 34771 eeout,�v9 tvirta•¢as �fiaeC �:TF:R CJaRi`L'Sti@2tlt'uz:iftoatTrwses-,4Ed+.CUIX,m ct 4��s 8oC meOt.GanYta.'n+, s..Y„�.C�t.d ti.'sl*, sLRe x.'S13¢n.Parm-..wA xg T-tfiaf Tew^s"as JUKE 20,2019 I TYPICAL HIP / KING JACK CONNECTION I STDTL01 IT, UIV LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof Height 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 Er w/ (4) 16d To & (3) 16d TOE FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL 1 STDTL03 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD, FORT PIERCE, FL 34946 772409-1010 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD V-3' MAX. DIAG. BRACE AT 1/3 POINTS IF NEEDED HORIZONTAL BRACE (SEE SECTION A -A) TRUSSSES 24' O.C. IT IS THE RESPONSIBILITY OF THE BLDG. \ \ DESIGNER OR THE PROJECT ENGINEER/ARCHITECT \ TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS. END WALL 2X6 DIAGONAL BRACE SPACED 48' 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 STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. METHOD 2: 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 SCAB ALONG SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL NAILING SCHEDULE: - FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131' X 3') NAILS SPACED 6' O.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-9B, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (.131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM). STRUCTURAL/ GABLE TRUSS 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 / STUDS ARE NOT ADDRESSED HERE. STANDARD GABLE / TRUSS UKAL TRUSS 3TUD 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. 12/23/19 PIGGY -BACK TRUSS STDTLC'14.1 A-1 ROOF TRUSSES 4451.ST LUCiE BLVD, FO T P ERCE, FL 34846 712-4(79.- OW PIGGY-Bf TO ACT DRAWING OPTION N( 3" x 8" TEE-LOK MULTI -USE CONNECTION PLATES SPACED AT 4'-0" O.C. MAX. PLATES SHALL BE PRESSED INTO PIGGY -BACK TRUSS AT 4'-0" O.C. STAGGERED FROM EACH FACE AND NAILED TO BASE TRUSS WITH 4 EACH 6d (1.5" X 0.099") NAILS IN EACH PLATE TO ACHEIVE MAXIMUM UPLIFT CAPACITY OF 377 LBS AT EACH 3" X 8" TEE-LOK MULTI -USE CONNECTION PLATE (MINIMUM OF 2 PLATES). OPTION NO. 2 - APA RATED GUSSET: 8" x 8" x 0-7/16" (MIN.) APA RATED SHEATHING GUSSETS EACH FACE. ATTACH AT 8'-0" O.C. w/ 8 (EACH) 6d COMMON (0.1 13" x 2") NAILS PER GUSSET: 4 (EACH) AT CAP BOTTOM CHORD & 4 (EACH) AT BASE TRUSS TOP CHORD. GUSSETS MAY BE STAGGERED AT 4'-0" O.C. FRONT TO BACK FACES. MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS, OPTION NO. 3 - 2X4 VERTICAL WOOD SCAB: 2X4 SPF 42, FULL CHORD DEPTH SCABS AT EACH FACE. ATTACH AT 8'-0" O.C. w/6 (EACH) 1 Od BOX NAILS (0.128" x 3") PER SCAB: 3 (EACH) AT CAP BOTTOM CHORD AND 3 (EACH) AT BASE TRUSS TOP CHORD. SCABS MAY BE STAGGERED 4'-0" O.C. FRONT TO BACK FACES. MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS. PIGGY -BACK DETAIL (TYPICAL) 180 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG. LOCATED ANYWHERE AT ROOF, EXPOSURE C, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00. OR... 160 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG. LOCATED ANYWHERE AT ROOF, EXPOSURE D, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00. IMPORTANT NOTE: TOP CHORDS OF TRUSSES SUPPORTING PIGGY -BACK CAP TRUSSES MUST BE ADEQUATELY BRACED BY SHEATHING AND/ OR PURLINS. THE BUILDING ENGINEER OF RECORD SHALL PROVIDE DIAGONAL BRACING OR OTHER SUITABLE ANCHORAGE TO PERMANENTLY RESTRAIN PURLINS AND LATERAL BRACING FOR OUT OF PLANE LOADS OVER GABLE ENDS. MAXIMUM TRUSS SPACING IS NOT TO EXCEED 24" O.C. DETAIL IS NOT APPLICABLE IF CAP SUPPORTS ADDITIONAL LOADS SUCH AS CUPOLA, STEEPLE, CHIMNEY OR DRAG STRUT LOADS. **REFER TO ENGINEER'S SEALED TRUSS DESIGN DRAWINGS FOR PIGGY -BACK AND BASE TRUSS SPECIFICATIONS.** OPTION #1: TEE-LOK MULTI -USE CONNECTION PLATE. OPTION #2: APA RATED GUSSET. OPTION #3: 2X4 VERT. SCAB. ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS. PURLIN & CONNECTIONS BY OTHERS. BASE TRUSS. (REFER TO TRUSS DESIGN DRAWINGS FOR ADDITIONAL INFORMATION.) PURLINS SPACED ACCORDING TO MAX. SPACING OF TOP CHORD OF BASE TRUSS. SPACING IS NOT TO EXCEED 24" O.C. & PURLINS TO BE LOCATED AT JOINT OF EACH BASE TRUSS. ** IMPORTANT NOTE ** THIS DETAIL IS VALID ONLY FOR SINGLE PLY BASE TRUSSES SPACED AT 24" O.C. OR LESS. ULY 17, 2017 1 TRUSSED VALLEY SET DETAIL - SHEATHED STDTL05 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34M 772-409-1010 VALLEY TRUSS (TYPICAL) SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. GABLE END, COMMON TRUSS, OR GIRDER TRUSS ATTACH 2X4 CONTINUOUS 42 SYP TO THE ROOF W/ TWO SIMPSON SDS25412 (1/4" X 4.5") OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS, 1111:01F.,l��, GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3" X 0.131" = 10d 2. WOOD SCREW = 4.5" SDS25412 SIMPSON 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". 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NOS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. BASE TRUSSES ^"^'_E END, COMMON 3S, 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. FEBRUARY 5, 2018 1 TRUSSED VALLEY SET DETAIL STDTL06 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD, FORT PIERCE, FL 34946 772-409-1010 SECURE W/( VALLEY TRUSS (TYPICAL) GABLE END, COMMON TRUSS, OR GIRDER TRUSS r,i" . (NO SHEATHING) N.T.S. GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3" X 0.131" = 10d 2. WOOD SCREW = 3" SDS25300 SIMPSON OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL "A" 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. 6. NAILING DONE PER NDS - 01. 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. P [ 12 SEE DETAIL "A" BELOW (TYP.) ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W/ TWO SIMPSON SDS25300 (1/4" X 3") OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. BASE TRUSSES GABLE END, COMMON TRUSS, OR GIRDER VALLEY TRUSS TRUSS (TYPICAL) 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 3112 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. JULY 17, 2017 """"" v f I v` "` I (HIGH WIND VELOCITY) STDTL07 A-1 ROOF TRUSSES 4451 ST, LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 ATTAC WIND DESIGN PER ASCE 7-98, ASCE 7-( WIND DESIGN PER ASCE 7-10: 170 MPF MAX MEAN ROOF HEIGHT = 30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE: 1 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VA SUPPORTING TRUSSES DIRECTLY UNDO DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' - 10"SON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. CLIP MAY BE APPLIED TO THIS FACE UP TO A NON -BEVELED MAXIMUM 6112 PITCH NON -BEVELED BOTTOM CHORD u I I BOTTOM CHORD CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6/12 (MAXIMUM 12/12 PITCH) 000 FEBRUARY 17, 2017 1 STANDARD GABLE END DETAIL I STDTL08 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD, FORT PIERCE, FL 34946 772409-1010 TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS W/lOd NAILS, 6' O.C. VERT STUD SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. VERTICAL 2X6 SP OR SPF STUD #2 DIAGONAL BRACE (4) - 16d NAILS 16d NAILS SPACED 6' O.C. (2) lOd NAILS INTO 2X6 2X6 SP OR SPF #2 2X4 SP OR SPF #2 TYPICAL HORIZONTAL BRACE NAILED TO 2X4 VERTICALS SECTION A -A W/(4) - 10d NAILS DIAGONAL BRACE 4' - 0' O.C. MAX. Imo- SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. 12 PROVIDE 2X4 BLOCKING BETWEEN FIRST TWO TRUSSES AS NOTED. fA Q VARIES TO COMMON TRUSS THE TOENAIL BLOCKING TO TRUSSES * WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS (4) 8d NAILS MINIMUM, ROOF B 3X4= PLY2 4 STD OOD ESPFIBLOCK r SHEATHING * DIAGONAL BRACING ** L - BRACING REFER / REFER TO SECTION A -A TO SECTION B-B 24' MAX. / / 2. E MINIMUM GRAD OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. iOd / CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO 12' MAX. NAILS 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. TRUSSES 0 24' O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM / AT 4' - 0' O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN 2X6 DIAGONAL BRACE WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT ATTACHED SPACED 48' O.C. ATTACAC THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE -' TO TO VERTICAL WITH - STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A) ; ' NAILS, AND ATTACHED 7. GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240. TO BLOCKING WITH (5) B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE 10d NAILS. 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 0.131'X3.0' AND 0.131'X3.5' COMMON WIRE NAILS HORIZONTAL BRACE RESPECTIVELY. (SEE SECTION A -A) 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. END WALL MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L - BRACE DIAGONAL BRACE (2) DIAGONAL BRACES 1/3 POINTS MAXIMUM STUD LENGTH 2X4SP431STUD 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 2X4 SP #3 / STUD 24" O.C. 2-8.6 3-11-3 5.4-12 8-1-2 2X4 SP #2 12" 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 2X4SP#2 24"O.C, 1 3.1.4 1 3.11-3 1 6.2-9 1 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 OR 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. FEBRUARY 17, 2017 I T WITH 2XIBRACE ONLY IL I STDTL09 NOTES: T-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. T-BRACE / I -BRACE MUST COVER 90% OF WEB LENGTH. THIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS TO CONTINUOUS LATERAL BRACED WEBS. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 NAILING PATTERN T-BRACE SIZE NAIL SIZE NAIL SPACING 2X4 OR 2X6 OR 2X8 10d 6" O.C. NOTE: NAIL ALONG ENTIRE LENGTH OF T-BRACE / I -BRACE (ON TWO-PLY TRUSSES NAIL TO BOTH PLIES) NAILS BRACE SIZE FOR ONE -PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I -BRACE 2X6 2X6 T-BRACE 2X6 I -BRACE 2X8 2X8 T-BRACE 2X8 I -BRACE BRACE SIZE FOR TWO-PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I -BRACE 2X6 2X6 T-BRACE 2X6 I -BRACE 2X8 2X8 T-BRACE 2X8 I -BRACE T-BRACE / I -BRACE MUST BE SAME SPECIES AND GRADE (OR BETTER) AS WEB MEMBER. NAILS NAILS WEB 1( NAILS WEB iRAT-BRACE SECTION DETAILS FEBRUARY 17, 2017 LATERAL BRACING RECOMMENDATIONS I STDTL10 zc A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE 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 OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. USE METAL FRAMING ANCHOR TO ATTACH TO TOP CHORD BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) WEB WITH (3) - 10d SCAB WITH (3) - 10d NAILS (0.131' X 3') NAILS (0.131' X 7). ATTACH TO VERTICAL r WITH (NAILLS (0.1313)X 3') ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - 10d NAILS (0.131' X 3') IN EACH CHORD USE METAL FRAMING -' G ATTACH TO VERTICAL ATTACH TO VERTICAL �- ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d TO BOTTOM CHORD NAILS (0.131' X 3') NAILS (0.131' X 3') TRUSS 2X6 4' - 0' WALL STRONGBACK (TYPICAL SPLICE) (BY OTHERS) ATTACH TO CHORD WITH (2) #12 X 3' WOOD SCREWS (0.216' DIAJ INSERT SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) 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 (0.131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) FEBRUARY 17, 2017 1 LATERAL TOE -NAIL DETAIL ( STDTL11 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 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. TOE -NAIL SINGLE SHEAR VALUES PER NOS 2001 (LB/NAIL) 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 0 .162 108.8 99.6 86.4 84.5 73.8 ri .128 74.2 67.9 58.9 57.6 50.3 0 Z 0 .131 75.9 69.5 60.3 59.0 51.1 .148 81.4 74.5 64.6 63.2 52.5 in N M VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. THIS DETAIL IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY. SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2X4) 3 NAILS EXAMPLE: NEAR SIDE (3) - 16d NAILS (0.162' DIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD NEAR SIDE FOR LOAD DURATION INCREASE OF 1.15: 777 NEAR SIDE 3 (NAILS) X 84.5 (LB/NAIL) X 1.15 (DOL) = 291.5 LB MAXIMUM CAPACITY ANGLE MAY VARY FROM 30' TO 60° 45,00' ANGLE MAY VARY FROM 30° TO 60° 45.00' SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30° TO 60' 45.00' FEBRUARY 17, 2017 I UPLIFT TOE -NAIL DETAIL I STDTL12 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 THIS ❑ETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. 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 48 33 30 20 It .162 72 58 39 37 25 J S 0 .128 54 42 28 27 19 F_ Z z OJ .131 55 43 29 28 19 LJ .148 62 48 34 31 21 -J 2 !) J N Q � z .120 51 39 27 26 17 0 z .128 49 38 26 25 17 O .131 51 39 27 26 17 O .148 57 44 31 28 20 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 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 BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0.162' 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 L60 (DOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. r+ USE (3) TOE -NAILS ON 2X4 BEARING WALL + USE (4) TOE -NAILS ON 2X6 BEARING WALL NEAR SIDE FAR S: Z TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY [L NAIL NAIL SIDE VIEW END VIEW FEBRUARY 5, 2016 TYP 2x2 NAILER ATTACHMENT I STDTLI3 A-1 ROOF TRUSSES 4451 ST. LUCIE SLVD. FORT PIERCE, FL 34946 772-409-1010 1.0 x 4 2x2 NAILER ATTACHMENT MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 7-10, 29'-0" Mean Height, Exp. B, C or D. April 11, 2016 I TYPICAL ALTERNATE BRACING DETAIL I STDTLI4 FO EXTERIOR FLAT GIRDER TRUSS A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 12 VARIES [::�� MAX 30" (2'-6") 2x6 #2 SP (Both Faces) 24" O.C. dMOSTWIMMIJ F"cBRUARY 17, 2017 I STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I STDTL15 DAMAGED OR MISSING CHORD SPLICE PLATES A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TOTAL NUMBER OF NAILS EACH SIDE OF BREAK * X (INCHES) MAXIMUM FORCE (LBS) 157 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 1738 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 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 2X4, 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' O.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 " 10d NAILS NEAR SIDE + 10d NAILS FAR SIDE 1?"", X� 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 NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. FEBRUARY 17, 2017 1 SCAB APPLIED OVERHANGS I STDTL16 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 1.15 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 l 1. ATTACH 2X SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (.14B' DIA. X 3') SPACED 6' D.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' O.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