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Home My WebLink AboutTRUSS PAPERWORKA-1 ROOF TRUSSES A FLORIDA CORPORATION 4451 SAINT LUCIE BLVD FORT PIERCE, FL 34946 PH: (772) 409-1010 FX: (772) 409-1020 www.altruss.com TRUSS ENGINEERING BUILDER PROJECT: LIOT/BLK/MODEL: MASTERM OPTIONS: STD PAC HMS - SOUTHEST FL RIVERBEND LOT:43 / MODEL:6510 / ELEV:D / GAR R 60388 YSPVS6510D i. P (P .�,�°4� y A464A-1 ROOF 0M TRUSSES AFLORIDACORPORATION Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs lely on Idmber values established by others. RE: Job YSPVS651OD A-1 Roof Trusses 4451 St Lucie Blvd Site Information: Fort Pierce, FL 34946 Customer Info: STANDARD PACIFIC HOMES - SE FL Project Name: VARIOUS SE MODELS Lot/Block: Model: 6510 Address: Subdivision: City: County: Broward 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: FBC2010/rP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 170 MPH Roof Load: 45.0 psf Floor Load: 0.0 psf This package includes 97 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003,se(dion 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 A0474537 A01 214/15 13 A0474549 A13 214/15 25 A0474561 B07 214115 2 A0474538 A02 214115 14 A0474550 A14 2l4/15 26 A0474562 B08 214/15 3 A0474539 A03 214115 15 A0474551 A15 214/15 27 A0474563 B09 214115 4 AD474540 A04 214/15 16 AD474552 A16 214115 28 A 4474564 B10 -214115 5 A0474541 A05 214115 17 A0474553 A17 214/15 29 A0474565 B11 2/4/15 6 A0474542 A06 2/4115 18 A0474554 A18 214115 30 A0474566 B12 2/4115 7 A0474543 A07 2l4/15 19 A0474555 BD1 214115 31 A0474567 B13 214/15 8 A0474544 A08 214115 20 A0474556 802 2/4115 32 A0474568 C01 214115 9 A0474545 A09 2l4/15 21 A0474557 B03 2/4115 33 A0474569 CO2 2/4/15 10 AD474546 A10 214115 22 A0474558 B04 214115 34 A0474570 CO3 214/15 11 A0474547 All 214/15 23 A0474559 B05 214/15 35 A0474571 C04 214/15 12 A0474548 Al2 214/15 24 A0474560 B06 214/15 36 A0474572 C05 214/15 The truss drawing(s) referenced have been prepared by MiTek Industries, Inc under my direct mpeMsion based on the paramelsn provided by A-1 Roof Trusses, Lid. Truss Design Engineees Name: Julius Lee. My license renewal date for Me alone of Florida is February 28,2017. NOTE: The seal on these dmwin9s indicate acceptance of professionalengineering responsib'dty solely fir the buss components sham. The su bbft and use of components for any path liar building is the responsibPay 0me building designer, per ANS111-1s41 Sec 2. Indlcarrng r as ally responsible Os S'If cENaF �F�- Digitally signed by Julius Lee *; N�qJ p3�4u869'f//� �p* = � DN: c=US, st=Florida, l=Boynto lA/✓V`^/' r `-v` o_,�; =Iius Lee, cn=Julius STATE OFeeen r@aol.com //,/ONAlEyyyy ® eeengr@aol.com COASTAL BAY ,-4 Date: 2015.02.0411:43:42 -050 BOYNTON BEACH,FL 33435 Page 1 of 2 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 A-1 ROOF These truss designs fely on Idmber values established by others. TRUSSES AFLORDAOORPORATION RE: Job YSPVS651 OD No. Seal # Truss Name Date No. Seal # Truss Name Date 37 A0474573 C06 214/15 75 A0474611 HC4 214/15 38 A0474574 C07 214/15 76 A0474612 HJ3 214/15 39 A0474575 C08 214115 77 A0474613 HJ3E 214115 40 A0474576 C09 214/15 78 A0474614 HJ4 214/15 41 A0474577 C10 214115 79 A0474615 HJ7 214/15 42 A0474578 C11 2/4/15 80 A0474616 HHC 2/4/15 43 A0474579 C12 2l4/15 81 A0474617 J3 214/15 44 A0474580 C13 214/15 82 A0474618 13E 214/15 45 A0474581 C14 214/15 83 A0474619 J7 214115 46 A0474582 C15 2l4/15 84 A0474620 J7C 214/15 47 A0474583 C16 214/15 85 A0474621 MV10 214/15 48 A0474584 C17 214115 86 A0474622 MV11 214/15 49 A0474585 C18 214115 87 A0474623 MV12 214115 50 A0474686 C19 214/15 88 A0474624 MV14 214115 51 A0474587 C20 214/15 89 A0474625 MV2 214/15 52 A0474588 C21 214/15 90 A0474626 MV3 214/15 53 A0474589 CJ1 2/4/15 91 A0474627 MV4 214115 54 A0474590 CAA 2/4/15 92 A0474628 MV5 214115 55 A0474591 CJ1E 2l4/15 93 A0474629 MV6 214115 56 AD474592 CJ3 2/4/15 94 AD474630 MV7 214115 57 A0474593 CJ5 214115 95 A0474631 MV8 214/15 58 A0474594 CJ5C 214115 96 A0474632 MV9 214/15 59 A0474595 D01 214/15 97 A0474633 OHS 214/15 60 A0474596 D02 214115 61 A0474597 E01 214/15 62 A0474598 E02 214115 63 A0474599 E03 214/15 64 A0474600 E04 214115 65 A0474601 E05 214115 66 A0474602 E06 214115 67 A0474603 E07 214/15 68 A0474604 E08 2/4115 69 A0474605 E09 214115 70 A0474606 EG5 214115 71 A0474607 EG7 214/15 72 A0474608 FGt 214/15 73 A0474609 FG2 214/15 74 A0474610 FG3 214/15 Page 2 of 2 Tmss Tmss Type 01Y Ply Std Pad6510 El D LLoa YSPVS6510D A01 Hip Girder 2 A0474537 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MITex Industries, Inc. Wed Feb 04 09:20:22 2015 Page 1 ID:zrKBM_XOq7aNEtHNAOGiHHzovLF7ftpbtYLaYLUJknigmNUMLgsdFkdcLLxFI?udrzoaBN 44-7-02 14-0 55991 43EI 6b111 42-1-8 6 9 I 60-12 65-0 I 650 I 65-0 41 11 x4 II Dead Load Oefl. = 3R in 2x4 A d 4.00 FI2 5i6' 2x4 It --cn 23 ov �, 22 c,20 " o•, 19 4x5= 2x4 II 3x8= 8.8= 4x6= 4x6 5x6 = 41 - " -1514 5x10 MT20HSII tOxl4= 111 5l 11849910 12212 I 262-10I b3S0 3M2 131 2 -91 -0-12 Plate Offsets (X Y)- r7:0-14.0-2-01 rl3:0-2-12 0-1-121 r14:0-6-0 0-2-81 (15:0-7-0 0-641 LOADING(psQ SPACING- 2-0-0 CST. DEFL. in (lac) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.251 TC 0.79 Vert(LL) 0.30 20 >999 360 MT20 2441190 TCOL 15.0 Lumber DOL 1.26 BC 0.82 Vert(TL) -0.54 19-20 >980 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Ina NO WB 0.93 Hom(TL) 0.15 14 n/a n/a BCDL 10.0 Code FBC2010/fP12007 (Matrix-M) Weight 669 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP N0.2 *Except* 133: 2x8 SP No.2 WEBS 2x4 SP No.3 *Except* W13: 2x8 SP No.2, M5:2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-0-14 cc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 7-7-9 oc bracing. REACTIONS. (Ib/size) 2 = 223010-8-0 (min. 0-1-8) 14 = 796210-5-8 (min. 04-11) Max Harz 2 = 467(LC 34) Max Uplift 2 = -1084(LC 4) 14 = 4196(LC 4) Max Grav 2 = 2230(LC 1) 14 = 7962(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - Ali forces 250 (Ib) or less except when shown. TOPCHORD 2-3=5579/2514, 34=-5007/2292, 4-5=4946/2305, 5-6=4322/2056, 6-7=3486/1712, 7-8=-3079/1584, 8-9=3079/1584, 9-10=3079/1584, 10-11=2385/1231, 11-12=744/407, 12-13=-10191534, 13-14=5736/2975 BOTCHORD 2-28=181013369, 2-29=-2731/5230, 23-29=273115230, 23-30=273115230, 30-31=273115230, 22-31=2731/5230, 22-32=2424/4692, 21-32=-2424/4692, 20-21=-2424/4692, 20-33=-2073/4047, 33-34=-2073/4047, 19-34=-2073/4047, 19-35=-1634/3256, 18-35=-1634/3256, 17-18=-1250/2499,17-36=1251/2500, 36-37=-1251/2503, 16-37=12502503, 16-38=-582/1126, 38-39=582/1126, BOTCHORD 2-28=1810/3369, 2-29=-2731/5230, 23-29=2731/5230, 23-30=2731/5230, 30-31=2731/5230, 22-31=2731/5230, 22-32=2424/4692, 21-32=2424/4692, 20-21=2424/4692, 20-33=-2073/4047, 33-34=2073/4047, 19-34=207314047, 19-35=1634/3256,18-35=•1634/3256, 17-18=1250/2499, 17-36=1251/2500, 36-37=1251/2503, 16-37=1250/2503, 16-38=562/1126, 38-39=582/1126, 3940=-582/1126, 1540=582/1126 WEBS 3-23=01252, 3-22=587/370, 5-22=71/419, 5-20=823/450, 6-20=2211605, 6-19=-1090/617, 7-19=357/884, 7-18=-275/332, 8-18=-475/349, 10.18=-604/906, 10-16=1175/823, 11-16=994/2081, 11-15=1947/1006, 12-15=413/802, 13-15=2513/4873 NOTES- 1) 2-ply buss to be connected together with 12d (0.131"x3.25") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc clinched, 2x6 - 2 rows staggered at 0-9-0 cc clinched. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc clinched, 2x8 - 2 rows staggered at (1-9-0 cc clinched. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc clinched, 2x8 - 2 rows staggered at 0-9-0 cc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads. have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 5) Provide adequate drainage to prevent water 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 3x6 MT20 unless otherwise indicated. 8) Plates checked fora plus or minus 0 degree rotation about its center. 9) This truss has been designed for a 10.0 psf bottom chord live. load nonconcumenl with any other live loads. 10)' This buss 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-" wide will fit between the bottom chord and any other members, with BCDL = 10.0pst 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2=1 084,14=4196. 12) This truss has been designed fora moving concentrated load of 200.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 13) "Semi -rigid pitchbreaks with fixed heels" Member end fairy model was used in the analysis and design of this truss. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6101 lb down and 3302lb up at 43-6-3 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-7=70, 7-11=70, 11-13=70, 14-25=20 Concentrated Loads (lb) Vert 15=6101(13) emus.r..,,n.nwp,n:.mr4ummus9slvurRwrmlmnuoxomnlMlompmrlurm9u6nvnrl.a.emra,y, p,mn,mnwn.ream,one.aorllmNrn,w,u,,B[relvue4n:b,n. m,„nad,,,m,mndoo, my wwannn. JWUS LEE, P.E. W„u.ol.n.n.,:,too:w,.a e.rm,u*rr.."(,.,'+oerrs«.�Lti,.a..rloo,m^•n..v�^na,e, fl.m,w.i."w,nram4a>aasar.mtl„m,fa:.o.alm.ry.wm i. raewnw�+.l•a'.,.ei;n.n.uryr,,.as,u.n W nraorx�w,.paya9ae,a.n,,.o,nn,m.e,lnni.meaa�w,ym.nw®maancn,ucn,na:uo.wrmt#34869 r.cow. nl,m,a,tl:Brloor,ien „rP-r':namWrq(go.nkhn�a.net, llflfBrif,Ngmrvnu,Nnw,IW1.mJPV,.mladann,,,,n,:n^,rrs:lawe Nno�ynn.Imlalpn9.nelm,Ibal.E.n..Ynma.�vaFekry, 11.9 Cooaol Bny L+ennnaop:r"bydrw,i„F41,T=%*rryvnil NOW ri5g4,ipv vinnlrme[yirtnlsMF 10ayld1tl4mnml,fitl:m1. BoMw Bead, It 33435 ('yAb. 07114 11 W Lvva66d.It wpdvrm dwd-Ahn,I-"A iuMlnA,erv[y4n 6- 11 IW Imm�xGln,ll. Jab Trus TrusType Ply Std Pac/651O El D AO474538 YSPVS6510D AO2 A02 1ty Hip 1 Hip 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 a Oct 32014 Print. 7.600 s Oct 32014 MTeK Industries, Inc. Wed Fen 04 092U:23 2015 48 = LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber COL 1.25 BCLL 0.0 Rep Stress Ina YES BCDL 10.0 Code FBC2010rrP12007 LUMBER - TOP CHORD 2x4 SP M 30 `Except` T3,T4: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purins, except end verticals. BOTCHORD Rigid ceiling directly applied or 3-2-12 oc bracing. WEBS 1 Row at midpt 6-16, 8-14. 9-14. 9-13. 10-13, 11-12, 11-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 2110104W (min. 0-2-8) 12 = 198810-5.8 (min. 0-2-6) Max Horz 2 = 488(LC 6) Max Uplift 2 = -1011(LC 6) 12 = -900(LC 6) Max Grav 2 = 2110(LC 1) 12 = 1988(LC 1) 5x6 = Sxfi= Oeatl Load Del =9/lfi in 4.00 FI2 7 8 9 70 76 .o ,., 1. 11 w 13 " 12 5x10 Mf20H5= 3x8 = 5.6 VJB= 3x8 = FORCES. illy) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-5141/4261, 34=485414034, 45=4744/4043, 5-6=3917/3316, 6-7=2828/2481, 7-8=2620/2436, 8-9=2126/1920, 9-10=9931965, 10-11=-1085/946, 11-12=1953/1714 BOTCHORD 2-24=3081/3174, 2-25=4572/4804, 19-25=4572/4804, 18-19=3979/4248, 17-18=3979/4248, 17-26=3136/3425, 26-27=3136/3425, 16-27=3136/3425, 16-28=2036/2355, 15-28=2036/2355, 15-29=203612355, 14-29=2036/2355, CST. DEFL in (loc) Wall L/d PLATES GRIP TC 0.96 Vert(LL) 0.5017-19 >999 360 MT20 2441190 BC 0.85 Vert(FL) -0.8717-19 >613 240 MT20HS 1871143 WB 0.91 Hor2(rL) 0.23 12 n/a n/a (Matrix-M) Weight: 283 lb FT=0k BOTCHORD 2-24=3081/3174, 2-25=4572/4804, 19-25=4572/4804, 18-19=3979/4248, 17-18=3979/4248, 17-26=3136/3425, 26-27=3136/3425, 16-27=3136/3425, 16-28=203612355, 15-28=2036/2355, 15-29=2036/2355, 14-29=2036/2355, 14-30=1538/1806, 30-31=1538/1806, 3132=1538/1806, 13-32=1538/1806 WEBS 3-19=355/532, 5-19=352/563, 5-17=800/902, 6-17=-550/735, 6-16=1166/1217, 7-16=359/570, 8-16=502/554, 8-14=876/891, 9-14=814/1102, 9-13=1605/1407, 11-13=-1479/1793 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.0psf; h=25ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are Mf20 plates unless otherwise indicated. 5) All plates are 3x6 MT20 unless otherwise indicated. 6) Plate(s) atjoint(s) 4 checked for a plus or minus 3 degree, rotation about its center. 7) Plate(s) atjoint(s) 7,10, 2, 18, 19, 3, 5, 17, 6, 16, 8, 14, 9, 12, 13, 11, 1 and 15 checked for a plus or minus 0 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (It -lb) 2=1011, 12=900. 11) This buss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chard, nonconcumenl with any other live loads. 12) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Qntlla6hrvOmmJm'nN.a•Luoormffirs[lul}muulnmlmeomms[onolulrmll111uwnmuunran. •w,lna:omil•onnn Roruamsrnxn,rl lnem.vMkl..n•.uk:w.i,•uwmaroo,mh Nlam..a. /UUUS LEE, P.E y.e,s.ow.nl 1. n.mouY,de 4.Im,oeig4y..( spidry4j.nband..l momp.mx.mpe..dan„nuim�.w,.YdlmlaaYdpnauNunw.pse.wlo0.¢..k,ml.lAsiy.nwy:.l Yelq,.df�,ue•IETrwalti, liu. I.gldingisaa�pmm'rmdaonm.leo.mmm�svd.pnmauuq o-.V,•,.manmmlal�.a[m.nGal•mtr,INpun.aml. u..nnnaamomegreu.uaalms,con.Ier=aum•p.lmlmi.mwomaawa,gn,aaq,laarna�§.naf N34869 [moem,.11.mnmisAYpomOmlapn3nelpJeruntlle,Giiry [gmemblery WmmlreRBlPaaehmcnlxlmrMnmerY.mNvddmm m IdeVnamlwvldh.mtlLti,sdatm.0eyvr,1,n.higLpm,nitm,YMmmm,mbr.a,nnk6dh. 1109 Good Boy ,40,p.dWY.fm9 holpksndnd h im, NVfil-VOTa1lugnipm.l-Spnm ryenlaq In ly. Al giiontllmnn n di6dp In 1, BlW. ke ,R 33435 xryryN SAnII Wfimm J.JLIgnNiedla lnmul,i myhyiy.hll.E.AMnnnponshvm111Mb-1 30.1651E Job Truss Truss Type Oty Ply Std Pac/6510 El D YSPVS6510D A03 Hip ,1 1 A0474539 Job Reference Loptionaft 4.00 72 5X6 = 318 = 516 = 7 8 g Dead Load Dell. = 5/8 in -- w to ca a to m u m 15 lacy dV 13 s a< 12 as '� 11 4x8 = 3)r = 5.6 W8=3x6 = 3x8 = 2x4 II 3.8 = 3x6 II 31,6 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/de8 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.49 1&18 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(TL) .0.97 16-18 >548 240 BCLL 0.0 Rep Stress Ina YES WB 0.80 Horz(TL) 0.22 11 n1a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight: 281 lb FT=O% LUMBER - TOP CHORD 2X4 SP M 30 *Except' T3: 2x4 SP No.2, T7: 2x4 SP M 31 BOTCHORD 2X4 SP M 30 WEBS 2x4 SP No.3 *Except' W9: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS - 1 Row at midpl 6-15, 8-15, 8-12, 9-12, 10-11, 10-12 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2 = 2112/041-0 (min. 0-2-8) 11 = 198710-5-8 (min. 0-2-6) Max Harz 2 = 499(LC 6) Max Uplift 2 = -1006(LC 6) 11 = -873(LC 6) Max Grav 2 = 2112(LC 1) 11 = 2035(LC 2) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-5066/4191, 3-4=4794/4031, 4-5=-4675/4040, 5-6=3664/3141, 6-7=2547/2297, 7.8=-2355/2259, 8-9=1261/1261, 9-10=138711228, 10-11=-192611747 BOTCHORD 2-23=3270/3296, 2-24=-4487/4724, 18-24=-4487/4724, 18-25=-3794/4040, 17-25=3794/4040, 16-17=3794/4040, 16-26=289513166, 26-27=-2895/3166, 27-28=2895/3166, 15-28=-2895/3166, BOTCHORD 2-23=3270/3296, 2-24=448714724, 18-24=-4487/4724, 18-25=3794/4040, 17-25=3794/4040, 16-17=3794/4040, 16-26=2895/3166, 26-27=2895/3166, 27-28=-2895/3166, 15-28=289513166, 14-15=1685/1986,14-29=-1685/1966, 29-30=1685/1986,13-30=-1685/1986, 13-31=1685/1986, 31-32=1685/1986, 12-32=1685/1986 WEBS 3-18=1121602, 5-18=525/679, 5-16=877/991, 6-16=625/824, 6-15=1241/1283, 7-15=291/477, 8-15=7001774, 8-13=0/290. 8-12=1418/1218, 10-12=1502/1803 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wnd: ASCE 7-10; Vu@=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsh, h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MVJFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water porting. 4) Plate(s) atjoint(s) 4 and 17 checked for a plus or minus 3 degree rotation about its center. 5) Plate(s) atjoint(s) 7, 9, 2, 18, 3, 5, 16, 6, 15, 13, 8, 11, 12, 10, 1 and 14 checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chard live load nonconcument 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, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=1006, 11=873. 9) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrenl with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �xvnlrc.mnmm.reprn..muwonlos$lnrllYaWt HIMcmommrml@urrymr7lmm�[mulrxr. mur4+rlrpwm,r„a:nnmra,lm,4:ya..'.IPo41.lb:b..l..,llmo..runrberrm. btlnrm.�mamdmrlco..quan®,m ILs.JdMMImWRObbn41rr4,nbyniryvn(u.,Ip!llrl^:�bvtlmnllYB:Tnnsa:Y'srtlM1rB:vNnjnegnyrul:f.I lm M1l:grtl@ru/rim.Igimdm614Bmh.�rllll.MYyrnunPbv,W61rn6R>V,rAel6pmlmrlrti.lrnr 1WU5 P. � E' ImgliLfiYkllvrnbrrtinlaNBnv,@e@M,nvbvarlmv AbdSghye:,abut,:1i411CYIIC0:1n2t14rmhmdl111. 11rvpntlrlPa R4ndgNYrud B, Imtmhf�YYx0.tlmle,bW@(nNhm'vYJa Mbrn,prulJ'altl bYlfgR:9mei ii34ab5 (fNmnm0Ymd@',prid pardfglm Weh4burSWn,dvmild!m:mlydu•nlbnyNYbvNddb,d@:Ira,Rigm,Imlb:Papmmnll,mWwlrrtmv,mhmm�.nr Mvtlbr 1109aolBay muelradvg6n"b?Opmnmtl"'@NnNmbiiu(YOMIifrlMT-ImsNwaf-mhim, NoefNlernmndA40M1. BoMm BeoR, R3]635 fgrylYLTllll lnllnurbli,14r1 Rbltlirld, 4mml,Yvpbgi, fJideivirMnpnrefri4unitllmm-bN,lq PI. Job Truss Tmss Type Cry Ply Std PaN6510 EI D YSPVS6510D A04 Hip ., 1 1 A0474540 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek ID:zrKBM)(0g7aNE1H WOQGiHHzovLFQEZx[ 4-0 24d4 28-10.8 3&1-8 4L 14 I 4-0-4 46-3 i 731 + 4 4.00 12 5.8 = Sx6 = s , 9 10 es, Inc. Wed Feb 04 09:20:25 2015 Page 1 3ABVHVuwS_SNaSkspibNxGEYSwzoaBl 44-7-12 4-53 Dead Load Der. = 314 in 4x4 11 2x4 II 12 1 b d 2 I� 10 a It 78 ze 17 zu 10 15 au 31 14 az 33 34 13 4x12 = 5x10 MT20HS= 3x4 II 4x6 II 516 = 3x8 = 5,6 = 7x8 = LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Ina YES BCDL 10.0 Code FBC2010/TP12007 LUMBER - TOP CHORD 2x4 SP M 30 •Except• T& 2x4 SP No.2, Tt: 2x6 SP 240OF 2.0E BOTCHORD 2x4 SP M 30 •Except• B1: 2x4 SP M 31, 83: 20 SP No.3 B4: 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 LBR SCAB 1-4 2x6 SP 240OF 2.0E one side BRACING- TOPCHORD Structural wood sheathing directly applied or 3-1-13 oc puffins, except end verticals. BOTCHORD - Rigid ceiling directly applied or 2-9-13 oc bracing. WEBS 1 Row at midpt 5-19, 8-19. 8-17, 9-15, 9-14. 10-14, 11-14, 11-13, 8-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance vdth Stabilizer Installation guide. REACTIONS. (lb/size) 13 = 1973105-8 (min. 0-2-6) 1 = 202210-8-0 (min. 0-3-14) Max Hom 1 = 487(LC 8) Max Uplift 13 = -842(LC 6) 1 = -873(LC 6) Max Grav 13 = 1951 2) 1 = 2022(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-635/0, 2-3=842717373, 3-24=5112/4302, 4-24=-5037/4310, 4-5=4977/4321, 5-6=3648/3176, 6-7=3585/3185, 7-8=3605/3326, 8-9=-2216/2103, 9-10=1442/1475, 10-11=-1555/1488 BOTCHORD 2-25=6744f7229, 2-26=5467/5705, CSI. DEFL. in Qoc) I/deb L/d TC 0.81 Vert(LL) 0.60 20-23 >886 360 BC 0.91 Vert(TL) -1.0819-20 >490 240 WB 0.90 Horz(TL) 0.35 13 n/a n1a (Matrix-M) BOTCHORD 2-25=674417229, 2-26=5467/5705, 20-26=-5467/5705,20-27=4017/4280, 19-27=4017/4280, 7-19=347/483, 18-28=393/316, 17-28=393/316, 17-29=2382/2649, 16-29=2382/2649, 15-16=-2382/2649,15-30=180612077, 30J1=1806/2077, 14-31=180612077, 14-32=-813/910, 32-33=813/910, 33-34=-813/910, 13-34=-813/910 WEBS 5-19=1.10411141, 17-19=2005/2353, 8-19=155211607, 8-17=233/315, 9-15=97911163, 9-14=113811025. 11-14=837/1156,11-13=-1978/1780, 3-20=1099/1271, 5-20= 668/905, 8-15=1188/1189 NOTES 1) Attached 12-0-1 scab 1 to 4, front face(s) 2x6 SP 240OF 2.0E with 2 row(s) of 10d (0.131"x3) nails spaced V o.c.except : starting at 1-0-14 from end at joint 1, nail 2 row(s) at 2" o.c for 2-11-1. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) Plate(s) atjoint(s) 6,10,12, 2, 7, 18, 19, 5, 17, 9, 14, 11, 13. 3 and 8 checked for a plus or minus 0 degree rotation about its center. 7) Plate(s) at joint(s)16; 4 and 20 checked for a plus or minus 3 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. PLATES GRIP MT20 244/190 MT20HS 1871143 Weight: 331 lb FT=O% 9) a This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 10) Bearing aljoint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 13=842, 1=873. 12) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 13) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. - LOAD CASE(S) Standard 1 !{IX116.M,r Bamnh,nieN'411W{nGM195jllILL0}GGILLINS{fONIA0150610YI0r0M0)I[IYpienYilrlen hiYkNrFme^rr'{,rrinWn6n4mWu'G,AiaOiWBrk4v0F1E0rIanr4elkbrru hlMr:bmrLldabNO.nhWldr®vSr Juuust 1lb JElbwlhbl00bb NL{nimr4,p(qb"Ba,fMNrlgh,eLb WnglOYnpwnnn,rlem/bFM,hnImP"hln�pivWihbbAipebrpTru4liMnCrNO q.nk,lllB M1hyrm,nlYn{YWIu6 en,esl3ryntlrve NrEFr P.E. bm141MIFNn,M,b'4dMOne,6NmM1rTbhtlrimlml4hYnl0rgn.n MtmulehllCPr W,hbL Wf luarefR11.W9Pmee BrryONryrelirurflhlm{biilnr Yo(ep.Ymlv,hw0o0nn1YyLeak Nuyn,YbridrhiYq R,am,.dn1 #34869 tmke,r.AlninuleA lhtnmlMMmndpJebnelbrdfalfgwmW,ryW„mliep(P�iALJe1HRI df0l0eminn,tl Mlemlpbn. 11114rnevbmP�iiikveEiJti,tlLlnnOrye,Lu,0.,grirpimvwllmtWmlem,nhn AenykfcNNe I1W Googol Bor fulrmlTnloMhnwg11J1°Borne.,6MNuhf'gfojnn4l%MWY"IB,upwv4nt Sprmfyaenlvgkidsl lOnW�lielnnnuta eYM 1. Mpft limh, FL 33435 hMVtl Sa11011i4nm1htln,lE IepeRnJOktlase,igbti6pNiM1leA41nxm1nn,enhvn{I W Imu✓IJ riot£ Job Truss Truss Type Dty Ply Std PaG6510 El D YSPVS6510D A05 Hip e ] 1 A0474541 Job Reference (optional) Al KUUF I KUSStb, YUK I V MKGt, tL Y WTb Kun: /.bUU s Oct 3 2014 Pnnt: 4.00 12 5x6 = Us = 1.5x4 II 8 9 10 5x10 Mf20HS> 44 7 30T4 6 5x8 WB� 5 9 4x6 \\ W6 274 W4 VJ 3 0 W2 w 1 2 1 5 0 18 16 2829 23 2230 21 31 20 32 33 17 34 35 36 5x10 MT20HS= 314 = 3x6 = 3z8 Sx10 = 1.5z411 6z10.= 7x8- 3x8= Inc. Wed Feb 04 09:20:25 2015 Page 1 4x6 11 I d 2 I 4 n Id 133712 38 L: 2x4 II 2x4 II Us 11 3.4 = Dead Load DeB. = 11116 in LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(L4 L) 0.6 21-23 >831 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.95 Vert(FL) -1.05 20-21 >507 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Ina YES WE 0.94 Horz(TL) 0.43 12 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix-M) Weight: 3191b FT=O% LUMBER - TOP CHORD 2x4 SP M 30 *Except- T4,T5: 2x4 SP No.2 T7: 2x6 SP 240OF 2.0E BOTCHORD 2x4 SP M 30 *Except- B1: 2x4 SP M 31, B3,B5: 2x4 SP No.3 B6: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W5,W12: 2x4 SP No.2 OTHERS 2x4 SP No.3 LBR SCAB 1-4 2x6 SP 240OF 2.0E one side BRACING- TOPCHORD Structural wood sheathing directly applied, except end verOcals. BOTCHORD Rigid ceiling directly applied or 3-0-10 oc bracing. WEBS i Row at midpt 3-21. 19-21, 5-19, 7-18, 11-16, 11-12, 9-18. 9-16 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12 = 197210-5-8 (min. 0-2-5) 1 = 202310-8-0 (min. 0-3-15) Max Horz 1 = 502(LC 8) Max Uplift 12 = -819(LC 6) 1 = -865(LC 6) Max Grav 12 = 1972(LC 1) 1 = 2023(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=635/0, 2-3=8837!/845,_ 3-27=4359/3717, 4-27=4316/3717, 4-5=4313/3731, 5-6=-3610/3214, 6-7=-3534/3228, 7-8=-2266/2139, 8-9=-2069/2122,9-10=1573/1637, 10-11=-1573/1424,12-14=-1940/1758, 11-14=1908/1765 6) Plate(s) aljoint(s) 6, 8, 9, 2, 22, 20, 7, 17, 15, 13, 12, 3, 23, 21, 5, 19, 10, 16, 11, 14 and 18 checked for a plus or minus 0 degree rotation about its center. 7) Plate(s) at joint(s) 4 checked for a plus or minus 3 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 10) Bearing at joint(s) 1 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 12=819, 1=865. 12) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, noncencurrent with any other live loads. 13) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design NOTES- of this truss. 1) Attached 12-0-1 scab 1 to 4, front face(s) 2x6 SP 240OF 2.0E with 2 row(s) of 1 Od (0.131"xY) nails LOAD CASE(S) spaced 9" ac.except: starting at 1-0-14 from end at Standard joint 1, nail 3 row(s) at Z o.c. for 2-11-1; starting at 9-1-13 from end at joint 1, nail 2 row(s) at P' ec. for 2-9-15. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(?) zone cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 4) Provide adequate drainage to prevent water pending. 5) All plates are MT20 plates unless otherwise indicated. TOP CHORD 1-2=-635/0, 2-3=-883717845, 3-27=4359/3717, 4-27=-4316/3717, 4-5=4313/3731, 5-6=-3610/3214, 6-7=-3534/3228, 7-8=2266/2139, 8-9=-2069/2122, 9-10=1573/1637, 10-11=-1573/1424, 12-14=1940/1758, 11-14=-1908/1765 BOTCHORD 2-28=720317647, 2-29=5135/5411, 23-29=-5135/5411, 22-23=5135/5411, 22-30=5135/5411, 21-30=5135/5411, 21-31=2(14/267, 20-31= 204/267, 19-20=01277, 7-19=85271083, 19-32=3083/3372, 32-33=3084/3371, 18-33=3084M371, 17-18=1489/1734, 17-34=-1489/1734, 34-35=148911734, 16-35=1489/1734 WEBS 3-23=0/365, 3-21=1475/1482, 5-21=0/319, 19-21=3585/3830, 5-19=799f788, 7-18=1782/1781, 8-18=240/390, 10-16=440/629, 11-16=1624/1869, 9-18=893/1078, 9-16=809/583 nrmra.meuu.ndhnea.di bnvvinumsry,,w. lazmm, himromexs 1.,TOmnnetm'orlmelmrl.rv. raareaRein.an,d,ede.a,nw,nw,hu.pnegllpgmelhbssasrLrna.e�nrJon.. con, m..in.ae..mmq.h mt,amemv pa,raw..ainrmvas,x a:.a.,, ln:••G..L. ri.s. bnnea.,.rive,,..e.r,i.:e.,.nm,ewau.eeana.a.mmo.q..a.mi.mw,q.nr.p..ar rr.e:n,.v hrn.ew,rrne lUtus #386 P.. cote, v4mnurml®isu,nneo.ea.nee.,.rs.wsm.artmoeamm:owyn,.i,mmm,nJm,nemenCn,mmumv.e.ami. aenwaJJmemo.easenenanermx:mr r:�sJ.ne.:wmr..aer.:>a.epnneepeaaarelrvu'•,wv.w.e,na 49 tmmne. areeae+nw:tMIDomahn.r3ne:apAeWnah MSwlnyem SolenlJa¢fin AahlJa,sahtn.efrua.,Junr.ala pmnirvm.. mieerunneayeve5a4innaan:etlMtm,Req.n.aneorq.uyiee<,Wtmexvl.]uu,nk,:mn.n<a.%eebe 1109eoenul Buy LePei.Wnlgeo'unAyheYla�inieeYnl, hlme Mekelgimieu0lneriCml UniRaelrvssiryrtaryueelag6aanl al Wuo4amnnneer.eaanl. Boyamr BeC6, R 33435 4lrrirrytl Slalln GtlLmrlSnntn,ll teMQoJ,tietleom2,:.1 W.,isABYeelMmnimpernBJa lme111otllmee,-brnlglE Job Truss TmssType Dry Ply Sid Pac/6510 EI D A0474542 YSPVS6510D A06 Hip l 1 1 ,n Job Reference (optional) Al ROOF TRUSSES, FOR I PIEKUE, VL 1 Velb Kun: r.ouu 5 ua J ZU14 YOOC r.bW a ua J 4.00 12 5x6 = 5.6 = 1.5x4 II 8 9 10 SAO MT201-!5� 4x65 7 5x8 VVB� 3x4s 6 4x6 %% 5 3271 W4 2829 23 2230 21 31 Selo = 5x10 MT20HS= 1.5x4 II 6x10 = C 18 16 20 32 33 17 34 35 axe =3 3x4 = 3x6 - 7x8 = 3x8 = Inc. Wed Feb 04 09:20:26 2015 Page 1 6 4x5 11 V7 d W12 3 qqI� 1 14 n4 133712 38 1.5x4 II 3x6 II 3x4 = 1.5x4 II Dead Load Deli. -11/16 in 32-0 6-5-9 6-10-13 7-5-11 7-0-0 3-0-0 4-t-0 I 4-1-0 ttlT Plate Offsets IX YI— [3:D-48 0-2-01 (4:0-4-0 Edae1. 16:0-5-0 Edge], 116:0-2-0.0-"] f19:0-5-12.0-4-81r20:Edge.0-1-81, f21:0-5-0.0-2-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) UdeO Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.64 21-23 >831 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(TL) -1.04 20-21 >508 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Ina YES WB 0.94 Horz(TL) 0.43 12 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 3191b FT=O% LUMBER - TOP CHORD 2x4 SP M 30 `Except' T4: 2x4 SP No.2, TV 2x6 SP 2400F 2.0E BOTCHORD 2x4 SP M 30 `Except' Bi: 2x4 SP M 31, B3: 2x4 SP No.3 B5: 2x4 SP No.2 WEBS 2x4 SP No.3'Except' W5,W13: 2x4 SP No.2 OTHERS 2x4 SP No.3 LBR SCAB 1-4 2x6 SP 2400F 2.0E one side BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end ver8cals. BOTCHORD Rigid ceiling directly applied or 3-0-10 oc bracing. WEBS 1 Row at midpl 3-21, 19-21, 5-19, 7-18, 11-12, 11-16, 9-18, 9-16 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 12 = 1972105-8 (min. 0-2-5) 1 = 202310-8-0 (min. 0-3-15) Max Horz 1 = 503(LC 8) Max Uplift 12 = -817(LC 6) 1 = -864(LC 6) Max Grave 12 = 1972(LC 1) 1 = 2023(LC 1) FORCES. Qb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-635/0, 2-3=883517846, 3.27=4358/3719. 4-27=4315/3719, 4-5=4313/3733, 546=3611 /3217, 6-7=3536/3231, 7-8=2246/2123, 6-9=-2049/2109, 9-10=1590/1657, 10-1 1=1589/1441,12-14=1942/1758, 11-14=-1907/1770 BOTCHORD 2-28=7204f7645, 2-29=-5138/5412, BOTCHORD 2-28=7204/7645, 2-29=5138/5412, 23-29=5138/5412, 22-23=-5138/5412, 22-30=-5138/5412, 21-30=-5138/5412, 21-31=-206/262, 20-31=206/262, 19-20=01277,7-19=850/1084, 19-32=3087/3374, 32-33=-3087/3373, 18-33=3088/3373,17-18=-14941i741, 17-34=1494/1741, 34-35=-1494/1741, 16-35=1494/1741 WEBS 3-23=0/365,3-21=1476/1484, 5-21=0/319, 19-21=-3584/3832, 5-19=798f786, 7-18=1797/1795. 8-18=232/384, 10.16=-450/643, 11-16=-1636/1876, 9-18=894/1075, 9-16=795/560 NOTES- 1) Attached 12-0-1 scab 1 to 4, front face(s) 2x6 SP 2400E 2.0E with 2 row(s) of 10d (0.131 "x3') nails spaced 9" o.c.excepl : starting at 1-0-14 from end at joint 1, nail 3 row(s) at 3" o.c. for 2-11-1. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL--1.25 4) Provide adequate drainage to prevent water pending. 5) All plates are MT20 plates unless otherwise indicated. 6) Plate(s) at joint(s) 6, 8, 9, 2, 22, 20. 7, 17. 13, 12, 3, 23, 21. 5, 19, 4, 15, 10, 16, 11 and 18 checked for a plus or minus 0 degree rotation about its center. 7) Plate(s) at joint(s) 14 checked fora plus or minus 5 degree rotationabout its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)' This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 10) Bearing at joint(s) 1 considers parallel to grain value using ANSV P11 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 12=817, 1=864. 12) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 13) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Qrauw.r.„mMh,,,:.m. uloolmnasflnnrlamumnlarommasmwrrlun111memmntierl.n nlrM1,vnsw,.tlndm,.m,n",my,w..yPauldw6r.,ln,rlw...uwl,b,.,. m„ml".i„oad.e<mo..rycla�e. JULIUS LE P.E re.,n:eb,ulWsmnmY,.ra a.un; a+imiw�"W.M"1'rin:mLm elFe. Be,Yem,Re,lm,MMFej oa&..a,ml.kdNhru.aO,Fed 6' Ivalas,11,0,mpnlanaaonv.ao..rl,m.o-d n,^I.iMbYel0.,nm.gm,ram,lmllcao[,1haNFsp,uWlnl.m,gnnaaMmowgkumaalm..6Yar0.tlwl.,w,N.:wmJ.soul.+ldwa„nN,,,Tsndaourn0.,p.,.o {n'ch„M.IInM W,u1:IIeID0nE4elmt.,.a1M,W,alYlNgrv�maSAnw."nPO�IYaLk1¢Igx111[Im,tivvdlo,Nmllfll.v nlld,renM1n,pdidmddNv,AAelnn O,ym,Iml0.,gpl,junntlLm Weagvv,ekmmmivh6dF. 110'.,lo, t A lulM,pulep:nEinlYdlmwuN'bd M1Im,0.W Ogni,Y01N1afi10tipuufnnSMefyevlvghd/ry NmrJdiAbn.e vleliNan I. Bolnlm Bead, R 33 3J<35 tgrI:YSAl111NImu.hE,In,Il lryaLatlN,1.onl,:glmnhpwn<ivw<.i�E"N�d,�luvll bllnrc,-b6,1g11 Job Truss Truss Type QN Pl=Pac/6510 D YSPVS6510D A07 Hip . A A0 543al) At ROOF TRU55E5, FORT FIERGE, FL 34a46 5x10 = Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Wed Feb 04 09:20:27 2015 Page 1 ID:zrKBM_XOg7aNElHYWQGiHHzovLFMdgiebbUOSmPVfgdJyf3PYhoGQrticLgOa)fWpzo BI 4.00 72 3x4 SAAB V GL 5 4x6 \\ 264 3 W4 2726 22 2129 20 30 5x10 MT20HS= 1.5x4 II 6AA10 = LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Gnp DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Ina YES BCDL 10.0 Code FBC2010rTP12007 LUMBER - TOP CHORD 2x4 SP M 30 'Except- T4: 2x4 SP No.2, T1: 2x6 SP 240OF 2.0E BOTCHORD 2x4 SP M 30'Except- B1:.2x4 SP M 31, B3,B5: 2x4 SP No.3 B6: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W5:2x4 SP No.2 OTHERS 2x4 SP No.3 LBR SCAB 14 2x6 SP 240OF 2.0E one side BRACING- TOPCHORD Structural wood sheathing directly applied or 3-3-7 oc pudins, except end ver icals. BOTCHORD Rigid ceiling directly applied a3-0-11 oc bracing. WEBS 1 Row at midpt 3-20, 18-20, 5-18, 6-17, 7-17, 7-15, 9-15, 9-13, 10-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 11 = 1972/0-5-8 (min. 0-2-5) 1 = 202310-8-0 (min. 0-3-15) Max Harz 1 = 487(LC 8) Max Uplift 11 = -840(LC 6) 1 = -874(LC 6) Max Grav 11 = 1972(LC 1) 1 = 2023(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-635/0, 2-3=877677774, 3-26=4366/3694, 4-26=-4289/3702, 4-5=-4224/3715, 5-6=-3599/3192, 6-7=2557/2391, 7-8=-1662/1678, 8-9=1799/1695,11-13=-1938/1744 BOTCHORD 2-27=713W7587, 2-28=5133/5455, 22-28=513315455, 21-22=-5133/5455, 5xe= 6.6= 4x6 0 7 B 3x4 c 6 9 2x4 II 10 B 6 W 10 I w 0 AIy 1 3 77 15 79 31 32 16 33 34 35 123677 37 3x4 = 3x8 MT20H5= 2x4 II 6x8 = 3x4 = 3x8 = 2x4 II 3x6 II 4x6 = CSI. DEFL. in (too) 1/deft Ud TC 0.96 Vert(LL) 0.6220-22 >849 360 BC 0.94 Vert(TL) -1.02 19-20 >518 240 WB 0.94 Horz(TL) 0.50 11 n/a n/a (Matrix-M) BOTCHORD 2-27=713717587, 2-28=-5133/5455, 22-28=5133/5455, 21-22=-5133/5455, 21-29=-5133/5455, 20-29=-5133/5455, 20-30=-186/286,19-30=186/286, 18-19=0/277, 6-18=-888/1092, 18-31=3030/3348, 31-32=-3031/3347, 17-32=-3032/3346, 16-17=2073/2387, 16-33=-2073/2387, 15-33=2073/2387, 15-34=914/1020, 34-35=914/1020, 14-35=914/1020, 14-36=9%11029, 13-36=916/1029 WEBS 3-22=0/363, 3-20=151711499, 5-20=0/335, 18-20=-3585/3819, 5-18=813/814, 6-17=1575/1567, 7-17=1100/1280, 7-15=1190/1065, 8-15=54/255, 9-15=840/1119, 9-13=-2026/1852 NOTES- 1) Attached 14-8-1 scab 1 to 4, frontface(s) 2x6 SP 240OF 2.0E with 2 row(s) of 10d (0.131'N3") nails spaced 9" o.c.except : starting at 1-0-14 from end at joint 1, nail 3 row(s) at 2" o.c. for 2-11-1. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opst, BCDL=5.0psf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL--1.25 4) Provide adequate drainage to prevent water All plates are MT20 plates unless otherwise 3, 22, 20, b, 18, 17, 7, 15, 9 and 13 checked for a plus or minus 0 degree rotation about its center. 7) Plate(s) at joint(s) 16 checked for a plus or minus 5 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. Dead Load Dell. =11/16 in PLATES GRIP MT20 244/190 MT20HS 187/143 Weight 324111 FT=0% 9)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 1a) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 11=840, 1=874. 12) This truss has been designed fora moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurent with any other live loads. 13) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Q"..GB INu-m4Iyr,,:w1h1 1100HAM1 S(10111mnn111YftNYMlonnfilOknjpplflllmoklW6ufRl.n rnryley...... W uvdnlnmlMum,oeds+m,ny PkTlvmYnln, r.4Meeevxlkle<va ukv.Mviv,mrl.®eNo,roh Wlnm,mmr pmr, JtlYruAly OeNCM1MrvN.4rLrnW,irnlrpenju.,SpiNr4Wru111rudo ullYpupnMo mA—.. .In vj,nynuyTh 6 drin,dFbunµiunlgbdnOrlPJmh.We911.Mb'pu„giin,lmlgia6lq Jbliydmvtl164,n JULIUS LEE, KE, W 14dlilb1n1„1AIA610m1hA,I.kivtlrpm, .Yd'--WMKhBCm,AAA] M19pu9esnP 1.Ibppntl,11hr4DmlwlruNrvdM1eln,tuEutalYYe.4 tlnge,YLOOfimWYWlddk0,r,9vu..ggfW wym u! H34869 6Ntln. ll rdn,rlGellelBAolllervainul rylefvnd@IuJ:epinpuY`dvTlMenliaQ(p pNdellllFl nlSVl ur MnmNkipenlpdGan. llllleGnMrtyxki4h,mllAu,dblm,R,9^v,bn,Wiq,[gimullrn,Yo'I,Eriv,uk„rknivler¢tl1Yr 1109 C..'W Bvy WlMvpetlrpeumnrylYmpuk, kvlrtl. M1ln„0.ilp Glroar,pBIM1IFrnlpnipnunrm,SY,umFqumluvmluSe4 Armrutl,Alvnnrnlefidir1111. 8.,. 6-6, R 33435 LpphxORIA Al NAT— mlu,ll.4prltlotldi,loam,keg4gispHIDIN1MniAuprti,4nheJl bpmu,�bOgµlE Job Truss Truss Type Q1Y Ply Std PaC/6510 El D YSPVS651OD AO8 Hip 1 1 AO474544 Y Job Reference (optionan At ROOF TRUSSES, FORT PIERCE, FL 34946 1 2 d Run: 7.600 s Oct 3 2014 Pnm: 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Feb 04 09:20:28 2015 Page 1 ID:z KBM-XOg7aNE01VDQGiHHzovLFgpE4swc69O5etfEsBlTucAt0gmB02mpdESC2FzoaBH 4.00 12 4x6 s Sx6 = 3x4 = 5x6 = 3z 6 7 8 9 10 SxtO MT2OHS-- 3x40 4x6 \\ � 6 W 3 274 - 28 29 23 22 30 21 31 5x10 = SxIO MT20HS= 6z1O = t.5x4 II 2x4 II 11 e 18 16 a 20 323.8 = 33 17 34 3x8 = 35 7331 3x4 = Sx8 44H= 2x4 II 7x8 - 2x4 II 3x6 II 4x6 = 3-2-0 10-2-t2 77- 151 A2 H 27-0-0 38-0-0 42-2-0 44-7-12 &2-0{ 74112 ) 69-15 I 6-115 3bO 11-60 d-2-0 3 Dead Load Deli. =11/16 in Plate Offsets (X,Y)- 13:04$,0-2-01, 14:050,Edge), 110:0-1-8,0-1-81, 119:0-64,04-121, f20:Edge,0-1-81 LOADING(psQ SPACING- 2-0-0 CSI. DEFL, in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.64 22-26 >829 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -1.0716-18 >494 240 MT20HS 1871143 BCLL 0.0 Rep Stress Ina YES WB 1.00 Horz(TL) 0.43 12 n/a n/a BCDL 10.0 Code FBC20107TPI2007 (Matrix-M) Weight 323 Ib FT=O% LUMBER- TOPCHORD 2x4 SP M 30 •Except• T4: 2x4 SP No.2, T1: 2x6 SP 2400F 2.0E BOT CHORD 2x4 SP M 30 'Except' Bl: 2x4 SP M 31, B3,86: 2x4 SP No.3 B7: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W5: 2x4 SP No.2 OTHERS 2x4 SP No.3 LBR SCAB 1-4 2x6 SP 2400F 2.0E one side BRACING- TOPCHORD Structural wood sheathing directly applied or 3-24 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-0-10 oc bracing. Except: 1 Row at midpt 6-19 WEBS 1 Row at midpt 3-21, 19-21, 6-18, 8-18, 8-16, 11-12, 10-14 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12 = 197110-5-8 (min. 0-2-5) 1 = 2024/04-0 (min. 0-3-15) Max Harz 1 = 472(LC 8) Max Uplift 12 = -863(LC 6) 1 = -882(LC 6) Max Grav 12 = 1971(LC 1) 1 = 2024(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 260 (lb) or less except when shown. TOPCHORD 1-2- 635/0, 2-3=9005/7947, 3-27=4263/3597, 4-27=4245/3597, 4-5=421813611, 56=3574/3157, 6-7=289412654, 7-8=2710/2555, 8-9=1468/1429, 9-10=1580/1454, 12-14=1943/1719 TOPCHORD 1-2=-635/0, 2-3=9005R947, 3-27=-4263/3597, 4-27=4245/3597, 45=4218/3611, 56=-3574/3157, 6-7=289412654, 7-8 -2710/2555, 8-9=1468/1429, 9-10=1580/1454, 12-14=-1943/1719 BOTCHORD 2-28=731017806,2-29=4956/5284, 23-29=4956/5284, 22-23=4956/5284, 22-30=4956/5284, 21-30=495615284, 21-31=191/326, 20-31=-191/326, 19-20=01272, 6-19=980/1071, 19-32=-2988/3322,18-32=2989/3320, 18-33=1957/2243, 17-33=195712243, 17-34=-1957/2243,16-34=1957/2243, 16-35=777/892, 15-35=-777/892, 15-36=-7871888, 14-36=-787/888 WEBS 3-22=0/373, 3-21=1455/1451, 5-21=01318, 19-21=3466/3671, 5-19=7411750, 6-18=1407/1477, 7-18=573/674, 8-18=-6731842, 8-16=1384/1301,9-16=-128/265, 10-16=93911237,10-14=2021/1762 NOTES- 1) Attached 12-6-12 scab 1 to 4, front face(s) 2x6 SP 2400F 2.0E with 2 row(s) of 10d (0.131'Sr3") nails spaced 9" o.Qexcepl : starting at 1-0-14 from end at joint 1, nail 3 row(s) at 3" o.Q for 2-11-1; starting at 9-96 from end at joint 1, nail 2 row(s) at 7" o-c. for 2-9-1. 2) Unbalanced roof live loads have been considered for this design. 3) Writ ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.0psf BCDL=5.Opsf; h=25ft; Cat It Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate gdp DOL=1.25 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise Indicated. 6) Plate(s) atjoinl(s) 4, 7, 9, 11, 2, 23, 20, 6, 15. 13, 12, 3, 22, 21, 5, 19, 18, 8, 14, 16 and 10 checked for a plus or minus 0 degree rotation about its center. 7) Plate(s) atjoint(s) 17 checked for a plus or minus 3 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 9) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 10) Bearing at joint(s) 1 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except dt=-lb) 12=863, 1=882. 12) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 13) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard rmxr.rx,.n..tlry,...m•anawmrt$fvuala~'nu nlnrmvwaacmoarl'anrlrmcnloaasr.. rnarw�nmm,amlwn.u,Ira,o.yp,.:Ipam.aarrY,hr.rlm.mrfYmla.rr. oanr�m.ar,md.mrmo..rywiaavn. /aY,JAbrWIVM1IGOaYniL 1,rim,wyframn(u,5parylp'nnbM1utl�gNEvrvM1nmpmrtlM1Bdnvinla+9ml++xlM1Yb6yrdM1,'ryafinrdgial�WlAYnk.nivlRl.M1Fyrnmpi+f arFar,+6ir.uAJSh�Iwrla.Ln� )DtlIIS 6, P.E.P. bgIN6ry60rmprvH7,AMOm,M1AsV,mamtlrOmvM1kYlg0.ym,h Brrtmvitl M1OCBrOI,Oebbleaquhtl1111. Nppntldbl40n1yhtlrurfMl,rttiis6gb1IF4,MRY,uBfin W hvywdYM,np,NErilbloliy d,amnl 1{34869 (va,ar. l3remubulhblWnlMPrFn,nl plebndbledLrlrnpr,dklerytivsuoAdlPa�YllrinWfrpve Uvm,l4Bmv.n&1wb in). P,YMlnetldd.,dXelnn O,yen,lmfhye6p®r,nllnnYndNagnbuM,niu4reN6r 11 Coodal Bor GnpgalepYn4g11d P+inmrM1d IY Im,Mtiphjµai,YBIMId61B,b1^amin,f SISa4pmtrgkdEir n9'YLdlcnnrnhf dhlBl. Boynton BearA, Fl 33435 rgBpYObllrl WImuH4,la,rl4Yd+md0i,l+mm,YglughrJa'nlnB,dndlopvd,vMll WImm-M+,[WI Job Truss Truss Type Oty Ply Std Pac/6510 El D YSPVS6610D A09 Hip 4 q 1 A0474545 Job Reference (ootiona0 Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek 3x4 II 4.00 FIT2 5x6 3x6 = 5x6 = Inc. Wed Feb 04 09:20:29 2015 Dead Load Deft. = 11/16 in 7 8 a 10 4x6 3x6 s 3z6 0 11 5x10 MT20HS�- 6 M 10 5 2x4Z 4 3 2 2x4 It 1 2 B7 78 17 164 �•. 27 28 22 21 29 20 30 19 31 32 38 33 34 35133672 37 5x6 W 5z6 = 3x8 =8- 3z411 bz9= 4z10= 3x411 3x6 = 6z8 = 3x4 II 3.6 II 3x4 = ttl 1&2-7&a-e 1= 2SOA 3285 I 46e-0 42-2-064-]-12 SFl i8 � ]_ 7-i11 2-2-0 2-5721 Plate Offsets (X ))- (4:0-5-0 Edgel f16:0-2-0 0-1-81 (17:0-2-12 03-41 (18:0-2-12 0-2-121 120:0-1-12 0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in Qoc) Well L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.94 Ved(LL) 0.54 20-22 >991 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Verl(TL) -0.9720-22 >551 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Ina YES WB 1.00 Horz(TL) 0.31 12 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix-M) Weight: 287 lb FT=0 LUMBER - TOP CHORD 2x4 SP M 30 'Except- T4: 2x4 SP No.2 BOTCHORD 2x4 SP M 30 *Except- B3,B5: 2x4 SP No.3, B6: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W6: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 3-1-10 oc bracing. WEBS 1 Row at midpt 18-20, 9-16, 11-16, 11-12, 8-17, 8-18 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 2110/0-8-0 (min. 0-2-8) 12 = 198910-5-8 (min. 0-2-6) Max Horz 2 = 489(LC 6) Max Uplift 2 = -1010(LC 6) 12 = -899(LC 6) Max Gmv 2 = 2110(LC 1) 12 = 1989(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-5201/4373, 3-4=4806/3954, 4-5=-4718/3964, 5-6=-3805/3224, 6-7=-3552/3125, 7-8=3484/3223, 8-9=2559/2340, 9-10=1196/1151, 10-11=130511138, 12-14=-196111715, 11-14=1946/1715 BOTCHORD 2-27=-2890/3092, 2-28=4692/4868, 22-28=-4692/4868, 21-22=4021/4285, 21-29=4021/4285, 20-29=-4021/4285, BOTCHORD 2-27=2890/3092, 2-28=4692/4868, 22-28=469214868, 21-22=4021/4285, 21-29=4021/4285, 20-29=-4021/4285, 7-18=189/308, 18-31=2734/3094, 31-32=2734/3094, 17-32=2734/3094, 17-38=-2181/2542, 33-38=2181/2542, 3334=-2181/2542, 16-34= 2181/2542 WEBS 3-22=418/631, 5-22=227/516, 5-20=888/950, 6-20=177/274, 18-20=3227/3582, 6-18=318/378, 9-17=4371766, 9-16= 1884/1633, 11 -1 6=1 53811839, 8-17=-7511751, 8-18=1226/1324 NOTES- 1) Unbalanced roof live loads have been considered far this design. 2) Wnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.0psf; h=25ft; Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and night exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate gnp DOL=1.25 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) aljoint(s) 4, 8, 10, 2, 19, 7, 18, 15, 13, 12, 22, 3, 5, 20, 6, 9, 16, 11, 1 and 14 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) atjoint(s) 21 and 17 checked fora plus or minus 3 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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, with BCDL = 10.0pst 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at joint(s) except Qt=-lb) 2=1010, 12=899. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �X31XX4IbmXmry`Jyrn'en XrYI WO{INffiISFIIII}6FXa11nIMii(OYOIIIMS OIfI00.11jNlfnittiCfl(ONWAI'Im. reirkyrpem!eneJreolwletw R,Lm UrupOm'ryIl00JWNbirfee, Il lAnve LeelkMru. M1IUS,M1mnepe!e1n41W, whXlelmwMrr 1WU6 tEE, P.L ' dmr.lr!le,r+11n161A0bYrid l,rLnfhyoaNnr(rr-Spoil nrpevj Xrntlnml NBnl,rmnnth"p¢a,rYIYPLuiedmlimilP^A!5111nhdeuAdW,iyrl,m4pikiwbl®nl(,Wn1111.MLtipen,nP(wtk�yrnXdRmdtll,�ml nr JIS51,"r C.. 11P'e R I...1iiryrlXe4 1.1m.dpfib.lrpmlmlhWOEipµ,yRiI4mINdIb 12 dl, 111 Wbd3prkrnE1111.1@glrneFTOr ROml nrfigertrlXeimt M1, 00, ,,Du, F.-N m mihuiilrOYRnnprOSaldTrµlliepµyrcrd N748.1 (rnr¢Ix.lAwMnIMYI1eNAwlXii.,a TPidV,*B,, rilap(gendfdrryltlrmvlmOni W6k111gmliM441.11 rFnnll..dw.d IIrOnikn,pmXSAnrwAlnn AXrinnOriyry Lm Myr4porvnllmrWMvinunh, r!"vFulerntli/r 1109 CoodRBoy LmMprclvMM1nury4aAlvluuwrni IMinn Or„ofvlivvir YOlrYlrii!fmlingeervinniprtmFyirtmlmeyYul'iry AYmilofrttllnnvenlefvNi1111. Baynlm BeaCy R 33435 (,0,V8a11111WTF-h nW.I11ryeMsnd!ErPmxgimp Wn,i,BdtiM1dvAMnmvPenercwhrll bllmuv�bmlrcil Job Truss Truss Type Dry Ply Std Pac/651O EI D AO474546 YSPVS6510D A10 Hip t,l 1 1 Job Reference (optional) A7 ROOF TRUSSES, FORT PIERCE, -FFLL 34946 S11-t 2x4 11 0 2f 48 = Run: 7.600 s 5x10 MT20HS= 3 2014 MTek Industries, 4.00 12 3x6 = 5x6 = Sx6 = 7 __ e 9 _. 10 SX6 WB= 3x6 = 21 5.8 = 20 6.8 = 2x4 II l7 "" 5x8 = TS 11 112 1 4 1 13 40 12 41 3X4 II 3x4 II 4x8 = 3X6 11 3x4 = 41-7-12 45J 17d7 230.a 2M0A 32E Q2 42f� SSd 84L3 SS9 8E-0 9b-0 6 -0 2b12 Dead Load Deft = 11/16 in Plate Offsets (X,Y)- [4:0-5-0,Edge]. [7:0-5-0,0-1-131, [9:0-3-0,0-34], [17:0-4-0,D-3-01. if 8:0-2-4,0-3-01. [21:04-0,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.54 21-23 >995 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(TL) -1.15 17-18 >465 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Ina YES WB 0.99 Horz(TL) 0.34 12 nla n/a BCDL 10.0 Code FBC2010/TPI2007 (Mahix-M) Weight: 280 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30'ExcepV T5,T4:2x4 SP No.2 BOTCHORD 2X4 SP M 30 *Except- B4: 2x4 SP No.3, 85: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W6: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purins, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 11-12, 9-16, 11-16, 18-21 MTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 211610-8-0 (min. 0-2-8) 12 = 1996/0-5-8 (min. 0-2-6) Max Horz 2 = 478(LC 6) Max Uplift 2 = -1011(LC 6) 12 = -923(LC 6) Max Grav 2 = 2116(LC 1) 12 = 1996(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-5252/4394, 34=481713912, 45=4748/3927, 5-6=3925/3300, 6-7=3693/3180, 7-8=3483/3130, 8-9=-2795/2420, 9-10=81 V742, 10-11=870l730,12-14=-1973/1689, 11-14=1996/1662 BOTCHORD 2-28=2788/3060, 2-29=4719/4921, 23-29=4719/4921, 22-23=-3921/4235, 22-30=3921/4235, 21-30=-3921/4235, BOTCHORD < 2-28=2788/3060, 2-29=-4719/4921, 23-29=-4719/4921, 22-23=3921/4235, 22-30=3921/4235, 21-30=-3921/4235, 18-33=-2664/3097, 33-34=2664/3097, 34-35=-2664/3097, 35-36=2664/3097, 17-36=2664/3097, 17-37=2026/2377, 37-38=-2026/2377, 38-39=2026/2377, 16-39=2026/2377 WEBS 3-23=4751714, 5-23=286/543, 5-21=769/842, 18-20=0/303, 7-18�4861721, 8-18=531/538, 8-17=852/918, 9-17=812/1120, 9-16=2143/1867, 11-16=1519/1865, 18-21=3348/3708, 6-18=301/356 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf, BCDL=5.Opsf; h=25ft; Cat 11; Exp C; Encl., GCpi=0.18; M WFRS (envelope) and C-C Ext0or(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL--1.25 3) Pmvide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) atjoint(s)4, 7, 10, 2, 18, 15, 13, 12, 23, 3, 5, 21, 6, 20, 8, 9, 1, 16, 11 and 14 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) atjoint(s) 22 and 17 checked fora plus or minus 3 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 fall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it -lb) 2=1011, 12=923. 10) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Qx3tlIYrNn Mr®�Nrn'nth'LIIOOIn01Oj`ylktj�nlLlflPlL(OYOIIIMMIOYI11111ftntiM1CSIfOGY11'Im rnilYltKVP�mrWaelannsYnlmvOtipPrngI1401m11h6lhvlepn.4lermrflvelYkeuss. M1kneMmvtMrloMI0J, tl1161hramEe /WUS LEE, P.E (bn WIer+111 L,NkOYreH Lv4n,Orip(vryn(i+.5prary UU., Wvg140rTn^K. h3 amdlhpvM1niJmrynilmp 0L 0.1,hU'a nlgilrinblAO vl/.irNIM I.0.6igmnuryML4lml,mflin, nBvYyvlmuYltir Lvf Iv oyldlFlhMrrypr6tl%e10vOmr,MOmmitWborlrinlu144Jfe0tnRur.®XeatlNJRe11CMOCMMkKotolv�11111.M%prrJdMM1Nm1yh11epdMM74869 [NnM.PAvnnrdMiMNO plMpmfinnlpidehn4MbdSVOryoenLhryHamn®P6111d1ilr1611nmi9fl m,ekwrlhrlrs.dryAwm. 1111lefanWnw+Ldfinmddmnd0etnn6yv,lmr4npGpverNlmrWmtslm,nhnvnmiv M1htlhv 1109C-o "IS, fWimv9mlupvhvnMllvltmr'nM1rtlM Rinn RyvGpenuMMOv Wfq MupvervlmtSryrtmlgremlvglWly WapnoftdtenveetM'etluMl. Baymon BemA, 1143435 LryfiptlS1111ntMNxrrMnln,11 hpet�adllnlmrs0,igb4irpra'�IdriNutnilrveyrnirrs6ev11 W Imvr-fd'mLv, lE Job Truss Truss Type Oty PN Std PaD/6510 El D YSPVS65100 All Hip d .1 1 A0474547 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 32014 Print: 7.600 s Oct 32014 MTek Industries, Inc. Wed Feb 04 09:20:302015 Page 1 ID:zrKBM XOg7aNEtHV,CQGiHHzovLFmCMgHmMhOLMHyOFIRWMh1AAOTU6UyG64YxJ78zmBF 4a7-12 r1J-0 1-2-19 14+14 21-00 24-00 3047 962-11 40. 5 ,42-2 44ee 1 zz-la 7.z-1 s7-2 soa vo-7 I 62J a1-n '1-s1i1-1aoH N7-12 4.00 12 5xe = 3x4 11 2X4 II . 2 3x8= 4x6= 2X411 3x4dhad Load DA. =13/16 in 12 30 24 23 31 3X8 MT20HS= 32 -- 14 13 38 22 31 MT20HS= 3x8— 4X8= 3x70= 3x4 11 2x413 Us = 3x4 It II 3X 3x6 II 4x6 = 4a7-12 2P-0 I 2-0 37 1 4210.S1 -2-0s IWP Gal 2 I 1-10.0H 0-7-12 Plate Offsets (X,Y)— f4:0-5-0,Edge) (6:0-5-4 0-2-8) f9:0-3-0 Edge) [17:0-2-0 0-1-8]f20:0-2-8 0-2-12) f22:0-2-40-1-81 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 1.00 Ven(LL) 0.52 22-24 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Ved(TL) -1.21 22-24 >443 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Inv YES WB 1.00 Horz(TL) 0.37 13 We n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight 2821b FT= 0 LUMBER - TOP CHORD 2X4 SP M 30 *Except- T4: 2x6 SP No-2 BOTCHORD 2x4 SP M 31 'Except• B3,B5: 2x4 SP No.3, B4: 2x4 SP M 30 86: 2x4 SP No.2 WEBS 20 SP No.3'ExcepP W6:2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING. TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or 3-5-1 cc bracing. WEBS 1 Row at midpt 5-22, 8-17, 12-13, 11-17, 11-15 MiTek recommends that Stabilizers and required cross bracing be installed dunng truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 211010-8-0 (min. 0-1-12) 13 = 1988/0-5-8 (min. 0-2-6) Max Harz 2 = 470(LC 6) Max Uplift 2 = -1017(LC 6) 13 = -963(LC 6) Max Grav 2 = 2110(LC 1) 13 = 1988(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=515114257, 3-4=4704/3815, 4-5=4629/3830, 5-6=-3387/2827, 6-7=-3839/3370, 7-8=-3859/3388, 8-9=-2417/2039, 9-10=-2422/2039, 10.11=-2417/2032,13-15=-1955/1676 BOTCHORD 2-29=3046/3254, 2-30=4579/4817, 24-30=4579/4817, 23-24=3706/3993, 23-31=-3706/3993, 22-31=3706/3993, BOTCHORD 2-29=3046/3254, 2-30=-4579/4817, 24-30=4579/4817. 23-24=-3706/3993, 23-31=-3706/3993, 22-31=3706/3993, 7-20=3341352, 20-33=2951/3438, 19-33=2951/3438, 18-19=-295113438, 18-34=2951/3438, 17-34=-2951/3438, 17-35=-1146/1329, 35-36=-114611329, 16-36=-1146/1329, 16-37--1147/1332, 15-37=114711332 WEBS 3-24=5191758, 5-24=-402/690, 5-22=1060/1168, 6-22=686010, 20-22=2930/3406, 6-20=138711613, 8-20=585/574, 8-19=0/322, 8-17=1389/1250, 10-17=381/440, 11-17=1494/1834,11-15=-2209/1933 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MVJFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked fora plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 fif between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (t=lb) 2=1017, 13=963. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcunent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard r ra1XW6.rbi.n..phndr.m.9A moflrpl$(VlLLrinXmlmnuoYcmanlMounfwnlU..amanfnr6m.mud<igrrv.rlmWmlmeraYaunmapm..y Ppll.aos.Wnl,.,¢Lreu:L"Ikmr,¢mmuX"ArWdnm111J,nM1Wlrkm�n. fmd.osr"dl.rumens:.a F,.Im:e.�plq."B.,sr.�11.p:.Lu"d..ryloonpw...ny...d�spmn,m.r�w,.wry'txrymm: x:vdmobrmrd.;eene.m.n.d::ml. nreann,.rd.l�ry �.ra.y,.uvuryr..am(m. IUUUS LEE, P.E. 1.oyltll6glt6:mpndLrydMOne:,MNvtr.n4v4grlvlMmJfslmNm.YMmnrndMllCmll[BemJ i"leNml. MgpMdM100ndgMlrutl O:Imwsl:FgMeL.+9r.YNlol�olho4d°BMMnyniilgdb4iYaypngm.l H34869 (nm 1".II,NttelydillenOeElkpefie, vJ pd:wn:IM1lolrel(gsn LLpldmfa Pn9p64JNhm.dL[lu.Me,vel Y, nnrnlridvr.011d:anhnyn 361svddau:rl Nlm h,ipin,(ml Wupmi.nellm:Wmdeon,s6nrnv.nrkkd1109 fMtlgrtl:MinmylYlBpwPri"L M1im h:ployrmiNOlNldfmrOnT,.1nnIM..4'"m largkYry Nojvmdlmm NANbq I. m' BoynM Bea ,IFLB3343S (,n*wonAA1 .11,nmK mtel. 4prhe dk:donN,YgmwkAV^:l.a.n.m:rl:�+�m n4JMm-YinIR12 Job Truss Truss Type City Ply Std Pad6510 El D A0474548 ' YSPVS6510D Al2 Half Hip 1 1 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 32014 Prim: 7.600 s Oct 3 2x 3x6 = 4.0012 sxlo= 3x4 II 3x6= 3x8 MT20H5= 6 7 o e zz zl zu 5x6 WB= 4x8= 3x6= 20 "" 19 5x6 WB= 3x6 = 4x10 = 3x4 II as, Inc. Wed Feb 04 09:20:31 2015 Page 1 SJTCu6zRsgl bEFiMztnIDP4FJChsfazoaSE 42-2-0 �44-7-12 6-5-42-5-12 Dead Load Deli. = 3/4 in 3x4 II 4x6 II 10 T, 11 12 VJ7 s I 15 q• 1 t 14 33 13 3.4 II 5x6 = 9-10-id 19-0-0 24-0-0 33-1-0 42-2-0 F44-7-121 9-1044 &7-2 5-0-0 9-1-0 9-1-0 2.512 Plate Offsets (X Y)- r4:0-3-0 Ed0e1 16:0-7-0 0-2-81 (12:0-2-12 0-1-121 113:0-3-0,0-3-01, r15:D-2-12,0-3-01 118:0-2-12,0-2-12] 120:D-3-0 0-2-01 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in Qoc) I/deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.58 20-22 >921 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -1.12 20-22 >476 240 MT20HS 1871143 BCLL 0.0 Rep Stress Ina YES WB 0.96 Horz(TL) 0.39 13 me n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 270 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4 SP M 30 •Except• B3:2x4 SP No,3, B5: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W6: 2x4 SP No.2 OTHERS 2x4 SP No-3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 be bracing. WEBS 1 Row at midpt 12-13, 18-20, 6-18, 10-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 13 = 1988/0-5-8 (min. 0-2-6) 2 = 2110/0-8-0 (min. 0-2-8) Max Horz 2 = 434(LC 6) Max Uplift 13 = -958(LC 6) 2 = -1022(LC 6) Max Grav 13 = 1988(LC 1) 2 = 2110(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=519614323, 3-4=4755/3856, 4-5=468413874, 5-6=3640/3048, 6-7=4367/3764, 7-8=-0393/3784, 8-9=3367/2787, 9-10=3367/2787, 10-11=-8771727,11-12=-8501706, 12-13=-1953/1618 BOTCHORD 2-27=2842/3124, 2-28=459414863, 22-28=459414863, 21-22=3767/4115, 21-29=-3767/4115, 20-29=3767/4115, 7-18=426/495, 18-31=-3252/381 S. BOTCHORD 2-27=2842/3124, 2-28=4594/4863, 22-28=-4594/4863, 21-22=3767/4115, 21-29=3767/4115, 20-29=3767/4115, 7-18= 426/495, 18.31=3252/3815, 17-31=3252/3815,16-17=3252/3815, 16-32=-237612808, 15-32=2376/2808, 11-15=-385/453 WEBS 3-22�419V730, 5-22-332/605, 5-20=931/1027, 18-20=2950/3440, 6-18=1 170/1427,8-18=67Of727, 8-16=96411000, 10-16=884/1204, 10-15=-2430/2076, 12-15=1768/2125 NOTES- 1) Wind: ASCE 7-10; VUH=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf, BCDL=S.Opsf; h=25ft; Cal. II; Exp C; End., GCpi=0.18; M WFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions sham; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water pending. 3) All plates are MT20 plates unless otherwise indicated. 4) Plate(s) at joint(s) 4, 6 and 21 checked fora plus or minus 3 degree rotation about its center. 5) Plate(s) atjoinl(s) 9, 12, 13, 2, 19, 7, 18, 17, 11, 14, 22, 3, 5, 20, 8, 16,10, 15 and 1 checked fora plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 343-0 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 at -lb) 13=958, 2=1022. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, noncorimment with any other live loads. 10) "Semi-dgid pitrhbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Qhaa.IB,um.dA,,,:.o-dlumno>mrymrlrannnmlteomun[moenrlunllll4mmmaum'im Ldlre:vr��m„L.drn.u,u.,e.iTo�,.:dIo-T.Jwxs,4..r1w..,unll.a..�.4sn.o-.lu m,l.wm,glnaa®a. IULIUSIEE, P.E 16m10,WI.o-nBul,ea4.u.,, 4w•L•Io-nR•.haTLwNo-„x.rym ed'N NIIL*rosin,�W M1. •wvl&rImINniwtlo-+.0 0 ftT :se.o-mP••h..r kMlI w•n�mmW,WO'Arwasnrn.aa,nn, xltlMOrc,.hNv',NYhd RHv.mI1,.IMYNnGW14NIw&vftunMbt 1, nIry6Y1u,IMImytlWBlbfiyYmq,Y191oIwoEhmy,Le4YbrtyoniliNrtlbl YgL,jnnol Iaorl.Unit,. 16hu.,OiEq phi 1111 L Wh qnmmnlpd,WWIY4Hnitgmadegi•In®A®POIIIJ4bd1i10✓ISGIm,tlue.,l YipmiriWnenlll,I n4mI.Ni4v14a4tIJe NuhAper,LmO,iq,4Vnu.lhwbn,Imn,nYu,hnAk&tlH, MY C..09 1109Bmda iBnr .,a". 4ov,nepeeleM�nM11/dlvn„FAtl. hlmldyo4livi,A0N135e10nTtt•Im,fry1n41�.mlvg4iM1 anMleBdlmnenl,atlulll 1. 4d'e Boyman Bmd, FL 3]d]5 [yIAfYSA11114tlInn,YW In,Il lepdRetlti,bn4iglveynBil'neirlM1OnPnMw,u Bn114Jlmur66,lylE Job Truss Truss Type Cry Fly Std Pac/6510 El D YSPVS651 OD A13 Half Hip , G 1 A0474549 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 5x10 MT20HS= 4.00 12 3x4 II 3x6 = 5x6 WB= 3x6 = L• 3x6= 5.6 VM= 46 = LOADING(psQ SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Ina YES BCDL 10.0 Code FBC2010/TPI2007 LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4 SP M 30 `Except` B3: 2x4 SP No.3, 04: 2x4 SP M 31 B5: 2x4 SP No-2 WEBS 2x4 SP No.3 `Except* AS: 2x4 SP-No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or 3-2-6 oc bracing. WEBS 1 Row at midpt 11-12, 17-19, 5-17, 9-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 12 = 1988/0-5-8 (min. 0-2-6) 2 = 211010-8-0 (min. 0-2-8) Max Haz 2 = 393(LC 6) Max Uplift 12 = -953(LC 6) 2 = -1028(LC 6) Max Grav 12 = 1988(LC 1) 2 = 2110(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-5228/4378, 3-4=4806/3921, 4-5=-3913/3283, 5-6=-5040/4287, 6-7=-5061/4293, 7-8=3851/3142, 8-9=3851/3142, 9-10=993/808,_ 10-11=-964089, 11-12=1955/1607 BOTCHORD 2-26=2767/3132, 2-27=4591/4898, 21-27=-4591/4898, 20-21=381114228, 20-28=-3811/4228, 19-28=3811/4228, 17-18=01262, 6-17=468/546, 19 5xs = CSI. TC 0.92 BC 0.86 WB 0.83 (Matrix-M) 18 5.6 WB= 3x6= 3x4 II DEFL. in (loc) Well L/d Vert(LL) 0.65 6-17 >821 360 Vert(TL)-1.2115-17 >442 240 Hoaffl.) 0.43 12 We rile BOTCHORD 2-26=276713132, 2-27=4591/4898, 21-27=-4591/4898, 20-21=381114228, 20-28=3811/4228, 19-28=3811/4228, 17-18=0/262, 6-17=468/546. 1730=3812/4509, 16-30=3812/4509, 15-16=3812/4509, 15-31=2549/3028, 1431=2549/3028, 10-14=303/358 WEBS ` 3-21=4581697, 4-21=274/537, 4-19=773/866, 17-19=3109/3599, 5-17=1328/1644,7-17=-600/690, 7-15=107211094, 9-15=967/1343, 9-14=2542/2174, 11-14=1757/2144 Inc. Wed Feb 04 09:20:32 2015 Page 1 rdQsYgmSFX3HSEquNPYsQQMmB[ 42-2-0 44-7-12, 555 25121 Dead Lead Der. =13/16 in 3x4 II 4EE6 It 1n 11 Iv 13"12 3x4 11 5x6 = PLATES GRIP MT20 2441190 MT20HS 1871143 Weight:2641b FT=O% 10)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard NOTES- 1) Wind:ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf, h=2511, Cat 11, Exp C; 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=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water pending.. 3) All plates are MT20 plates unless othemise indicated- 4) Plate(s) atioint(s) 5, 8, 11, 12, 2, 18, 6, 17, 10, 13, 21, 4, 19, 7, 15, 9, 14 and 1 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 20, 16 and 3 checked for a plus or minus 3 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 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 (jl=lb) 12=953, 2=1028. 9) This truss has been designed fora moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. P4IXIYE MUYmy.ryrnmlh'A I U f11mi-EP1alONE Has, 4Y1111AY5n90Ygl'NnIjImOT1461Y1flfIvm. YeW,&e'. ..sadmlMn IN, hm@JPYvi9PTE.d N,EN, is, 11 E,W.. W4neMrYeYtl,ImTelPl,ohYldrtmvax �' JUOUS IEE, P.E. NOnbeH.Melm,Oergfepn(..SPMIISbee¢bdvul N�rgrwummgmtllbpe'n,imdnrmvgmP,\iR.l lu M1l,JpdIM4pAlnndgeHm0vl41 mry,Y,1111:Ibi,9mgYmtWgmdY�„mY4i0Wm d6Wns b egldum,4Aer....His do, D.s,,4Nmf,eabmdepeelulN 10C., ,gvn,u0eWa1J NYC0el14Ue Issd Win, a(+®nfl 1. Ta.,Wdkel4Ynl.,f,hD dlknl Yvryiltll kis. s.., d M wgls,gwW #34869 [mherh,.Pl.ueatl MilleIDO nlMpvMna1R4e6nihlflfq[gam16hry1dvmnapellMGblhlFld9flmrdmwlbrPmdpol®v nlldefitthmPWYli,udAdb,dllm,Ryoe,hx,N'p14YunmllmWrdm.<,,n4neXenn Lfietlhe 1109 Coonvl Bay feMe®nle1:Is 1 b,ilI.,W*4lbtnn bynlgmvisITT *1.6,DsW isT-Trite. orva lveq bdsm, Y *W11Elnn eenldu0ilgl. BoyrlM Ne ,R 33435 f9ldib$3I(At 1M hnmbinlee, rC ITe4GadMdmgiegMv, i, PBO:hIviMwits, furt,tia On, AT W Imm-1Hs lq 11. Job Truss Truss Type city Ply Std Pae/6510 El D A0474550 YSPVS6510D A14 Roof Special ;q 1 1 1 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: f.bUU s UM 3 2U14 Pmu 1.6UU s UG 3 2U14 MITek 4.00 F12 7x10 MT20HS= 4x6 = 3x8 MT201-!Ss 3x6 s 4 3 SO = IOC. Wee FCb u4 P:2u:a22Ulb 3x4 II 7x8 = 9 6x10 = 7 It TA-Ieh y 10 Dead Load Den. = 13116 in 30 II 5x6= 11 12 2x4 II 2 al 8 15 2 32 733 16 34 28 29 22 23 21 30 20 31 19 7x10 MT20HS= 3x6 = 35 14 13 2x4 II 5x10 MT20HS= 4x12 = 3x4 11 3x4 II 54 = bx8 - 3x6 = 7x10 MT20HS= 19-7-9 2 8d41 1 4 I} W h5-0-0 I { 14-26-7-15 1 Plate Offsets (X Y)-- t5:0-2-8 0-3-81 f8:0-5-0 0-5-0] (9:0-3-0 0-3-4] f10:0-7-0,0-3-81, f 12:0-3-0,0-2-01, 113:0-3-0,0-3-01, 115:04-12,0-241, 118:0-3-12.Ed9e], 120:073-0 0-2- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Idd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.71 18 >755 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -1.23 17-18 >432 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Ina YES WB 1.00 Horz(TL) 0.48 13 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Mabix-M) Weight: 290 lb FT=O% LUMBER - TOP CHORD 2x6 SP N0.2 "Except" T2: 2x4 SP M 30, T3: 2x6 SP 240OF 2.0E TV 2x4 SPM 31 BOTCHORD 2x4 SP M 30 "Except- B3: 2x4 SP No.3, 135: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* W6,W9: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural woad sheathing directly applied or 2-11-14 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 3-4-8 oc bracing. WEBS 1 Row at midpl 12-13, 18-20, 9-17. 10-15 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 13 = 198510-5-8 (min. 0-2-5) 2 = 2113/0-8-0 (min. 0-2-8) Max Harz 2 = 360(LC 6) Max Uplift 13 = -732(LC 6) 2 = -1005(LC 6) Max Grav 13 = 1985(LC 1) 2 = 2113(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5046/4092, 3-0=4180/3440, 4-5=-4101/3459, 5-6=<360/3707, 6-7=-6009/5080, 7-8=-6058/5118, 8-9=-5682/4792, 9-10=4114/3458, 10-11=1237/1036, 11-12=-119811007, 12-13=-194411623 BOTCHORD 2-28=3370/3472, 2-29=-4203/4702, 23-29=420314702, 22-23=420314702, BOTCHORD 2-28=3370/3472, 2-29=4203/4702, 23-29=4203/4702, 22-23=-4203/4702, 21-22=4203/4702, 21-30=-3372/3904, 20-30=3372/3904, 7-18= 416/487, 18-32=-0417/5282, 17-32=-4417/5282, 17-33=3166/3774, 16-33=3166/3774, 16-34=3238/3890,15-34=-3238/3890, 11-15=-061/529 WEBS 3-23=0/321, 3-21=886/908, 5-21=309/516, 5-20=-489/669, 6-20=176011549, 18-20=3730/4405, 6-18=1814/2175, B-18=803/1008, 8-17=2438/2201, 9-17=2537/3038, 9-16=1761375, 10-15=3022/2508, 12-15=1941/2308 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; CaL 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;G-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) atjoint(s)4, 5, 8, 10, 13, 2, 22, 19.7, 18, 11, 14, 3, 23, 21, 20, 6, 17, 16, 15, 12 and 1 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) atjoint(s) 9 checked for a plus or minus 2 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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-" wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except QHb) 13=732, 2=1005. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard x1m;Y6.14ss kvegh,nevn,'41109MMONMYl}M1YI HIM&(DOMMMMi rpplliMBCUHAWIl Ts Iippsm, dimaNn eQn lm,o,vl,p gpqvdN64,lev,lfla<vv9MkMex rybn,lbanamtlaa,ma, m'rWl,iwe,ax IUUULEE, P.F.3P. pnaas.,aM.amove,..del,.un,d+iur+mP•.1rvarin:.Nis,.a.mmO.P.�n.."rn..an.p:,,:r„a..wrv""mmrM.mwl•all„µcm,enun.mmo.h..dvml.mn,inn,.p:,.na.l �.m,:larerrn.mm,nn, I.orllNfini,Ik,nr,.,aainml:onv.ao.ntmsma.pwmmcunufq�v.ul4 vmJmmllem.uCmlfmsiGYvhmfmLn.nwnmaRamo®a.rreu,,,atlelmx:audmxal:L,am.:,l.�.oee®yYm Ymn,w,naaraaoaln6al,^®a #34869 (ne«ix.a,xn,n,:l eemoelMpmv,ean�a,Bw,ahleiE:el.Hnala,ha.mnwPml MlJeahmdAfle.,aem,ala P.aM:dma.mleF.nM,,,r,ntl rtinedam,altn„o,upv.rm,D.anf yrm Nlm, Y,nM1evn.wk,,,nnnvekah, 1109 coonal Bay amalI.d16 nnryh d 1.iasha. hlm,kyo4pvvoYa11b 1a 1h vlm,ipa fq'vevlvq luaf41l p'Id,Jwa ee Is le.16111 L BoyMm BeaA, R 33435 (nPilY$AIIIIInllmuyNu,In,11.hP,1.a„JlMdmm,epepYSi,piHehblulnmeeln,e,6n6oelllMlmse✓M letll Job Truss Truss Type Oty Ply Pac/651O El D YSPVS6510D A15 Roof Special 1 1A0474551 Ed b Reference (optional) n1 nwr In...... vRi viEn—, r=.Y.y.a 4.00 12 3.6 s 3 nun. l.auu s Vcl a eu,4 r•nnr. Low s u. a eu In mu ex mausmes, mc, wea reo ua ue:2u:33 2ul5 5x6 = Dead Load Defl. =7/8 in 7x10 MT20H5= 7xI0MT20H5= 8 4x6 = 3x4 I I 6x10 = 3x4 115x6 = 78 16 15 28 34 17 35 36 37 29 24 30 23 22 31 21 32 33 20 7x10 MT20HS= 2x4 11 13 38 12 418 2x4 11 5x10 MT20HS= 4x12 = 3x4 11 4.8 = 3x4 11 5x6 4x4 = 7x14 MT20H5= 2x4 11 7-2� 13-0-0 18-0.1 24-0-0 28-0-0 3&0-0 37$-0 l 42-2-0 44712 7-241 5-9-10 Sn.1 L11_15 dlfl dAll dAJ1 x u ^ ? c•� n �Iy Plate Offsets (X Y)- 14:0-2-12 0-3-8] (7:0-5-4,0-3-87 I9:0-6-8 0-3-81 I72:0-3-0 0-3-0j (14'0-4-12 0-2-8] (16'0-3-0 0-2-01 (19'0-6-8 O-0-Oj 1200-2-00-0-01 I21'0.3-8 0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.77 19 >694 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.78 Ved(TL) -1.32 18-19 >406 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Ina YES. WB 0.92 Hom(TL) 0.41 12 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 319 lb FT=O% LUMBER - TOP CHORD 2x6 SP No.2 •Except• T1: 2x4 SP M 30, T2: 2x6 SP 2400F 2.0E BOTCHORD 2x6 SP 2400F 2.0E -Except' B3,B6: 2x4 SP No.2, 135: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except' W6: 2x4 SP M 30, W5,W9: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc puriins, except end verflcals. BOTCHORD Rigid ceiling directly applied or 4-1-8 oc bracing. WEBS 1 Row at midpt 19-21, 5-19, 7-16, 9-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide - REACTIONS. (lb/size) 12 = 200110-5-8 (min. 0-2-6) 2 = 2097/0-8-0 (min. 0-1-12) Max Horz 2 = 329(LC 6) Max Uplift 12 = -747(LC 6) 2 = -1004(LC 6) Max Gmv 12 = 2001(LC 1) 2 = 2097(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOPCHORD 2-3=-5527/4559, 34=4621/3842, 4-5=-513214346, 5-6=-7562/6382, 6-7=7619/6425, 7-8=-4156/3528, 8-9=4.158/3530,. 9-10=1515/1272, 10-11=-1469/1235,11-12=1959/1659 BOTCHORD 2-28=458715186, 2-29=4606/5202, 24-29=4606/5202, 24-30=-4606/5202, 23-30=460615202, 22-23=4606/5202, 22-31=-3727/4334, 21-31=3727/4334, BOTCHORD 2-28=4587/5186, 2-29=460615202, 24-29=4606/5202, 24-30=4606/5202, 23-30=4606/5202, 22-23=4606/5202, 22-31=3727/4334, 21-31=-3727/4334, 21-32=-344/419, 32-33=-344/419, 20-33=-344/419, 19-20=12/279, 6-19=331/396, 19-34=598W7121, 18-34=598717121, 17-18=5991/7117, 17-35=599177117, 16-35=5991/7117, 1636=-3343/3978, 15-36=3343/3978, 15-37=3337/3979, 14-37=3337/3979, 10-14=309/349 WEBS 3-24=3/354, 3-22=954/957, 4-22=331/516, 4-21=809/1046, 5-21=1700/1550, 19-21=4100/4830, 5-19=2273/2711, 7-19=-521/696, Mot u/271, 7-16=3756/3186, 6-16=174312198, 9-14=-2895/2426, 11-14=2030/2413 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.0psf; BCDL=5.Opsf; h=25ft; Cat 11; Exp C; End., 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=1.25 plate grip DOL--1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 pe bottom_ chord live load nonconcument 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 chard 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 at-Ib) 12=747, 2=1004. 9) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel paints along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard tlepne.fbreixmyry,e;x.n•'LnoolnuRslSllminBmlmnrt4uommstmloullsunl7![uommuulrl'1.n.rai(4,herns,enmlrtdnlnulli,lm,Beti roe.' a en<unl ralekm•vmle:n•n u:q.HnivaasAnmo,.d( JWUS 1 tf 1`4 ildAwdMbNObhre61. 1,•NUOeup lgbm 15p,iA(F' P ��~ n' Wl,lwrtnn rkks B gnntlWndeu(NAnPerM1n.uplmetllYl,de,vdrtynetlnrputilnrglYlydgtllln tilbinu Npblun,NlardnTP 1. Mdn9n,udit Yolym&Ym,uinl3ryulnetlm,i,en 6 I.wldl&I:tlemPndAryolneOnetM1Benl•9MutlgcJnMe LiGai&ip,unenmNtl MI1Gd Y4W bdklevlut,.Iml.MggnYelnelAOnenrrNln•dlYlmtY]u6gb[ep.uugr,:,sAyvcolhuy,bAMUMuyeeuliFlydMNJdnlptpns! #34869 rut,tln.l4GnuIMi11,140u1nepvfindRi6.5oM141oiinlf•nrouEYl,ryYl.mtin11611pp4dedl(IBuiSIXl en,deevelh,lennl ry6ae.mll,fnnn,ntpoAdtlineEEA:,tlMIm,Pipie,4nf0ewe(eyoee,MLm4M•Enn,ml•,nge,m, hbtllp 1109(A.0d B., 4rogepedepnu. ,I,e1P,Ae, wAA. NTm, N* hin. 00110iun WA.umnsryem[ninnlr.glilfry Y n}:u6bnnen le dbm1. Boymm Bead, FL 33435 fennStl 5211411 Mlnav, 8n,ilu.11.1,PeM'uduitduwµiegln9nrddatl•iflMndlupema N.111eAImut.fb,lgl2 Job Tmss Truss Type Dry Ply Std Pac/6510 El D YSPVS6510D A16 Roof Special 1 1 A0474552 11" , Job Referents (optional) Al RUUr IKUbbhb,rUKI PItKUC, rl34a4b nun: Low s Ua 3 Lu14 Print r.bUU s Ua 3 Lu14 Mi I eK Inc. Wed Feb 04 09:20:34 2015 Pagel 5.6= Dead Load Deb.=314 in 7x10 MT20HS= 8 4.0012 6x6= 6x10= 3x411 4 4x4 = 4x4 = 9 10 3x6 G 3 N 2x4 11 N 1 2 RI R2 C5 23 24 19 25 18 17 26 16 27 15 14 28 13 29 30 12 11 4x8 — 2x4 II SAD MT20HS= 414 — 4x4 = 4x8 = 2x4 II 7x6 = 4.8 = 5x10 MT20HS= 6-1-10 1166 186-0 2fi4-0 33-0-0 39-&0 441 -12 _ ' 6-1-10 4-106 76-0 74i-0 86-0 66-0 4-11-12 i Plate Offsets KY)— r4:0-5-0.0-2-01, [7:0-3-0.0441, r8:0-3-0,0-2-121.19:0-6-8.03-01,111:0-3-0.04-121. 113:0-2-12.0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/de8 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.66 15-16 >811 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -1.14 15-16 >469 240 MT20HS 1871143 BCLL 0.0 Rep Stress Ina YES WB 1.00 Horz(TL) 0.21 11 We n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight 301 lb FT=O% LUMBER - TOP CHORD 2x6 SP No.2 *Except* Tl: 2x4 SP M 30 BOTCHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* W6: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-8-11 oc puriins, except end verficals. BOTCHORD Rigid ceiling directly applied or 4-5-5 oc bracing. WEBS i Row at midpl 7-13. 9-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 11 = 200110-5-8 (min. 0-1-11) 2 = 209710-8-0 (min. 0-1-12) Max Hors 2 = 299(LC 6) Max Uplift 11 = -756(LC 6) 2 = -1009(LC 6) Max Grav 11 = 2001(LC 1) 2 = 2097(LC 1) FORCES. Qb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=5602/4640, 34=490514071, 4-5=4654/3965, 56=-6096/5083, 6-7=6082/5106, 7-8=324112772, 8-9=-3258/2774 BOTCHORD 2-23=-4620/5268, 2-24=4635/5281, 19-24=463515281, 19-25=463515281, 18-25=463515281, 17-18=492915806. 17-26=4929/5806,16-26=492915806, 16-27=-5292/6268,15-27=-5292/6268, 14-15=510516072, 14-28=-5105/6072, 13-28=-5105/6072,13-29=-206912450, BOTCHORD 2-23=462015268,2-24=4635/5281, 19-24=463515261, 19-25=4635/5281, 18-25=4635/5281, 17-18=4929/5806, 17-26=4929/5806, 16-26=4929/5806, 16-27=529216268, 15-27=5292/6268, 14-15=5105/6072, 14-28=5105/6072, 13-28=5105/6072, 13-29=2069/2450, 12-29=2069/2450, 12-30=-2064/2452, 11-30=2064/2452 WEBS 3-19=01303, 3-18=7361`767, 4-18=94011261, 5-18=1418/1190, 5-16=265/505, 6-16=-295/358, 6-15=324/228, 7-15=41 /323, 7-13=3447/2926, 8-13=1109/1501, 9-13=511045, 9-12=0/287, 9-11=3010/2533 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVH2; TCDL=5.0psf. BCDL=5.Opsf, h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Fxteror(2) zone; cantilever left and right exposed ;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plate(s) aljoinl(s)1, 4, 8, 9, 10, 11, 2, 17, 3, 19, 18, 5, 16, 6, 15. 13, 12 and 14 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 7 checked for a plus or minus 2 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 Ito uplift at joint(s) except Qt=1b) 11=756, 2=1009. 10) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcunent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �rmnl.r.,,n.,orhn.:.m urounvsmOmrrymnmm�Karomantm4mrtmnrtrmen[oau[u'�rnarr,drip,.m,r,rat.x,•omrrm,nuau..:r(ro4.am:esh..uw�,u,nw,.,. wuuw.:.u,w.trreo.rrnia,®an JWus LEE, P.E.+a.,reran.0. n,ao.tr.x e.rm,aonr,e n4...fn.dry:Mmw.gmo,m..n...v...amrm,mdnrr•4�. rymmwramw.t.,b..a.e,rw.h.r,mi.ns,ro.,,.rn..:,ra,.cm,.,:,uhr,.amu., trnrrewr:muymah4neaw,ma.nr,maea.r.i.ncmra,wn.:m®mamncmnCm:aeara,w.amtmwnaan,monryeaneamunvaea:,r:.no-unm.:umn.mwyro:n,,,,rn,awtam xy�. w,gnnr N34869 tmm�x, aerm,�eei:mitm.amr�+anintp�tnnaiYhrapinqsaedrylm,minPmllalrahmdntem Meeverwr®ur:erm. m l:&mm�,parm,.ltlanamn�rNN�n,4m,nipalime,narnn Yndmnn, n:umnavarnah. Ilm Coonal Boy Lmneo=rm:nn:rhar.n,:ranl ntnndiptq:,,b Yormrd..mroe:pn.mnN.,.�9:,vingMifml umruu,6inn.,n4r a:mL Mymm lead,R 33435 nmhxOmmuaMw.emrn,rr. atom:amain.a:nv,.,uKmm.r:auna,..wd++mnnrmr.„,.a.,rara Job Truss Truss Type Oty PN Std Pac/6510 El D YSPVS6510D A17 Half Hip 1 1 A0474553 Job Reference (optional) Al ROOF TRUSSES, FOR I PILRUL, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 a Oct 3 2014 MTek Industries, Inc. Wed Feb 04 09:20:34 2015 Page 44 = 3x8 = Dead Load Dell. = 3/16 in 2x4 II 4x4 = 5x8 = 1.5x4 II Sx6 = &0.^ I 6 I 26" Plate Offsets (X Y)— [2:0-3-14 Edge] [4:0-2-4 0-2-4](7:0-3-0 0-3-01 19:0-3-8 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Udell Led PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.20 9-13 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(fL) -0.40 9-13 >625 240 BCLL 0.0 Rep Stress Ina YES WB OA9 Hom(TL) 0.06 7 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 1041b FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP N0.2 *Except* Bl: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-10-10 oc pudins, except end ver8cals. BOTCHORD Rigid ceiling directly applied or 5-4-7 oc bracing. WEBS 1 Row at midpt 5-7 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7 = 923MIechanical 2 = 105310-8-0 (min. 0-1-8) Max Horz 2 = 227(LC 6) Max Uplift 7 = -446(LC 6) 2 = -542(LC 6) Max Grav 7 = 923(LC 1) 2 = 1053(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=2063/1749, 3-4=-1689/1373, 4-5=1568/1358 BOTCHORD 2-14=132211700, 2-15=-184211908. 9-1 5=1 842/1908, 9-16=1168/1374. 8-16=1168/1374, 8-17=-116811374, 7-17=1168/1374 WEBS 3-9=-3811537, 4-9=62/279, 5-9=214/319, 5-8=0/315, 5-7=-150611284 :bYI=6i 1) Wmd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat II; Exp C; 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=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) •This Wss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (t--lb) 7=446, 2=542. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcumenl with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity, model was used in the analysis and design of this truss. LOAD CASE(S) Standard Qn[nrxs.re„r n.eupprr,:,mBnomnorruryun}mmtmnrmxoniomm�ounrwnllnunnuoswrxrl..r.1.dlx,.r••.na,dnNnm.mrlr,,,o.6nm.hefaN.emu.,uarL lrn�..r9mlrnrrm. uo-„rm.i,.nmre.nrloo.,=ryWiam,ma I", I, alle.oalnds ear.,,o.,here+.=rBs.iayln:.pmr.d ANWWdNdK, M4debW 1aftae®:e,nr�sormaw.aa,:nar.,,e.:eeo.mloo.ry.mmi.mmr�r.,,. h JUOUS IEE, P.E. Yv11i16gi,mrnrorrifJydmonn,aNVR,JavN,ev,rriy HWoa,gm.Yma,urdbBCBr B[,alo�h:I4lvErulMI. m Y:M1 °e9 r.rn:nne Md N,u NrS,rm, mrndam,mominnn,„narlm.aar�uerna.,es:mamne�yamhmrry.,,rwigdnrexrh>R,v.l d34869 rranrir.Id.,im rd,I, A N,orrnairwerdafh h&.i,,e[grnkb(Itlrjr'al01W1,kehl0 ve lluM,, n neaN .....,,InlldvnM1rardiJ r,nflAi,rtlnannM,inn,LxrhJp4paxrrllm, WalWn,nhn,hnulenNhr nW eomtai Bar [urrbquepo:,rir9llrr Wtlrrndrd. M1lnaR,y[vl:rai,Inla4aaleniB,u4n4ryrpfrehmlvgbLy Nmr3r4tlmmm�N,NY111L Bvyman BeaA, R 33435 frypgnOrlI1111,alrnurHmlµll. LrrNdnda,dme,h„rlm0.l,rhxrrl.iMnnup,ivYhu ll Idlmw�Hnlµ1L Job Truss Truss Type Oty Fly Std Pac/6510 El D A0474554 YSPVS651 OD A18 Half Hip Girder ,,, 1 1 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Wed Feb IM 09:20:35 2015 Page 1 ID:zrKBM_XOg7aNEtHV990GiHHzovLl-799jKIGV WV_eNjGC5?5XO5t7SUBw9FjrEgf4oLzoaBA -74-0 74)-0 11573 16.3-15 21-0.12 14-0 7-0-0 4-8-13 INN 44473 4.00 12 ,x 1.5x4 II 2 { i d 23 22 316 = LOADING(pst) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Ina NO BCDL 10.0 Code FBC2010/TPI2007 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-1-13 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-9-3 oc bracing. WEBS 1 Row at midpt 5-7 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7 = 1716/Mechanical 2 = 1693/0-8-0 (min. 0-1-8) Max Horz 2 = 186(LC 4) Max Uplift 7 = -843(LC 4) 2 = -885(LC 4) Max Grav 7 = 2008(LC 21) 2 = 1693(LC 1) FORCES. (Ih) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2J=3893/1868, 3-16=-450711993, 16-17=4507/1993, 4-17�4507/1993, 4-18=4507/1993, 18-19=450711993, 5-19�4507/1993 BOTCHORD 2-22=1373/2583, 2-23=1820/3657, 11-23=1820/3657, 10-11=1824/3698, 10-24=1824/3698, 24-25=-1824/3698, 9-25=182413698, 9-26=-1385/3281, 26-27=1385/3281, 27-28=1365/3281, 8-28=138513281, 8-29=1385/3281, 29-30= 138513281, 30-31=138513281, 7-31=1385/3281 WEBS 3-11=-69/671, 3-9=22511055, Dead Lead Deg. as 1/4 in I 1 1.5x4 II 1 3x8 = 1 3x4 11 11 1024 25 9 26 27 28 8 29 30 31 1.5x4 Sx10 MT20HS Wa= 5x8 = 3x6 11 7 5x6 = 114i-13 18.3-15 21-0.12 4�13 4-7-1 I 4-8-13 .121 CSI. DEFL in (loc) War Ud PLATES GRIP TC 0.60 Vert(LL) -0.26 9-11 >963 360 MT20 2441190 BC 0.74 Vert(rL)-0.50 9-11 >507 240 MT20HS 1871143 WS 0.79 Horz(TL) 0.10 7 n/a n/a (Matrix-M) Weight 103 lb FT = 0 k WEBS 3-11=-69/671, 3-9=225/1055, 4-9--606/486, 5-9=-684/1471, 5-8=0/855, 5-7=3611/1524 NOTES- 1) Wlnd: ASCE 7-10; Vufi=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.OpsY BCDL=5.0psf; h=25ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL--1.25 2) Provide adequate drainage to prevent water pending. 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chard live load nonconcument with any other live loads. 6)*this truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide metal plate or equivalent at bearing(s) 7 to support reaction shown. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ill uplift at joint(s) except Qt=1b) 7=843, 2=885. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcu rent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 143 lb down and 181 Ib up at 7-0-0, 113 lb down and 119 Its up at 9-0-12, 113 lb down and 119 Ill up at 11-0-12 , 113 Ib down and 119 Ill up at 13-0-12, 113 Ib down and 119 Ib up at 15-0-12, and 113 Ib down and l l9 Ib up at 17-0-12, and 113 Ill down and 119 lb up at 19-0-12 on top chord, and 349 Ib down and 138 lb up at 7-0-0, 236 lb down at 9-0-12, 236 Ib down at 11-0-12, 236 lb down at 13-0-12, 236 lb down at 15-0-12, and 236 lb down at 17-0-12, and 236 lb down at 19-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead - Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plQ Vert: 1-3=70, 3-0=-70, 7-13=20 Concentrated Loads (Ib) Vert 3=143(F) 10=-44(F) 11=349(F) 16=-113(F) 17=113(F) 18=113(F) 19=113(F) 20=113(F) 21=113(F) 25=44(F) 26=44(F) 28=44(F) 29=44(F) 31=44(F) Q WrsWIkn.en UlNWs A.As. �lsunRaumin+srlommm�mounrlmrllmvmmau+rl.. marm'wr.,m,.en.l.,x.,e.lm.mcnu..:llo0ma:�l,,, liulm.,w,l w.x. nknnr.lx,rea.bmo.nho-]nx�ly JWIA LEF, RE ek,nlob.hi.sn"bbMd—.le v'p4rym(-W-Aslees,jbWx,qle.sl11u,xnupmvdM1rJnWxyneknn�el NOW,ftiehMvlgiklxbl00N.nbPl. M1idp mxpixYlgixWe,,vid6ryMexdAvlmv Nv11iIG16l,mp,p6ry Atl,Onm.@O,e'„aE VN,pmlubbefmi0.yn,ilba9,d/b11CdI1G64iMalue,alRll. nrgyndABr10Ao1rseal tlll, Imt's94g4 LUm,p.:M1l4rM0,n4ddYb,rrynuYirydl4lutlph,ipmxe #74869 f,oie0v.11,omulMi11,140dtlepmuu,MPlerenibinlfoplx�m�4ryltlemixnW M161hIMmlf1(In 9*4,mBeoll:em,.In elm I. bxywafmxxlEae,dblm,0.4pv,4nvOnpeapu,nnimW I.Iun,x4u,kn.lukkAry, 11a9Comiol Boy 4umgxeop:niylyolpiidn1�161mIpYpfvjmnbYmbbY�o-„pvnwuipi,mtywvl:gYihluyidlaYp..neelW :IBL BoynKn BeotlyR ]]4I5 bBtgkOAl1111M4,vv.1&Ix,IE LrdNdR,ImeY,igbm,a AB�dkdxdnExlnn,un6.111dlmxt�fiv1,51L Jab Truss Truss Type Qty Ply Sld Pac/651O El D YSPVS651OD B0ll Half Hip , d 1 AO474555 I Job Reference (optional) Al ROOF TRUSSES, FORT PItKUt, FL 34946 Run: 7.600 s Oct 3 2014 Pnnt 7.600 s Oct 32014 MTek Industries, Inc. Wed Feb 04 09:20:36 2015 Page 1 4x6 = 1.5x4 11 40012 3x4= Dead Load Dell. =7H6 in 6 7 8 ._ ._ .. ._ 10 .. 9 3x6 3.4 = 5x10 MT20HS= 3x8 = 5x6 = = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in poc) Udefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.53 10-12 >694 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Ved(TL) -0.9710-12 >384 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Ina YES WS 0.57 Horz(TL) 0.11 9 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight 170 lb FT= 0 LUMBER - TOP CHORD 2x4 SP M 30 *Except- T3: 2x4 SP No.2 BOTCHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or3-9-14 oc purins, except end verticals. BOTCHORD Rigid ceiling directly applied or 3-11-15 oc bracing. WEBS 1 Row at midpt 5-10, 7-10, 7-9 MTek recommends that Stabilizers and required cress bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 1374/Mechaniral 2 = 149910-8-0 (min.0-1-12) Max Hoa 2 = 473(LC 6) Max Uplift 9 = -692(LC 6) 2 = -716(LC 6) Max Grav 9 = 1374(LC 1) 2 = 1499(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-3348/2722, 3-4=-2873/2243, 4-5=2795/2257, 5-6=-1510/1201, 6-7=1353/1221 BOTCHORD 2-17=2139/2234, 2-18= 3138/3116. 12-18=-3138/3116, 11-12=-2198/2228, 11 -1 9=-2198/2228, 10-19=-219W228, 10-20=-792/842, 20-21=792/842, 21-22=792/842, 9-22=792/842 WEBS 3-12=5587794, 5-12=-0341703, 5-10=1073/1195, 7-10=760/905, WEBS 3-12=5581794, 5-12=4341703, 5-10=1073/1195, 7-10=-760/905, 7-9= 1411/1341 NOTES- 1) VWnd: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf, h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces R MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water pending. 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = tO.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=692, 2=716. 9) This truss has been designed for a moving concentrated load of 200.OI1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) "Semtdgid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this Wss. LOAD CASE(S) Standard �Iltnn6.rm,mnnhn,..ne9.I NornN8f ryW116@rnlmnimiomOYf[Moplrrrungi¢YOINOaunnm.IermIQCTp'@mnmlrniWnnllhLn,arainaylNycane YLw•. rilaon,sralkb,ev. rum, m.J,,,m.a„n,No,.hwlaaneev run„whnammloiwm,.fl wrtm,o.amrro:e( Mrayrn,,.lmna..rmor,p,p,..r.rr.amna.rt aw�.wr.,r.asryr.me,y.rim,:y.lm,ay:elnmroorl..s,ml.mmh.n,.a:[r.r.. r.F.[,wwr.+.�aw,nn, JUUUS LEE, PR.E.I.mulur:n,n,r„rW rime.,m,mo.nr„emva.nanml,amru,yo.uneum,namncmnGmmmarmonm.eml. mypnaammowryrumnmlr.u,:an.rw�v.rum,ls:wea.ml:o¢aawmrnl,,.uzrrammmnw�e•I 0 34869 bmmu.laumxl,m:IwloOamrrmie,mat,M hnamr,itmpfrywkgrymmruinPnOrnhYrhlnml,Ylm,K„e<,rMr,ernnb.mlera, n,,,,r.rst6„W♦s,rim'nnmym,lm,4ye4pwrJlm,W.l.omv,.Yn,nvm4Gtlh, 1109 Cx".l Bey fWM,p,eleP:mriMll,a MronrteFl lYlnnku0fgi,vi,iNro,IMeli,Wn,minuSnrtnfy6ee M,q1 Yq Nq:R4wlen, m,nlelW uml. BOJn:m Bea4y ft ]]a]S nl006n1411 rM4nvoYxlµll wplml'rJ6i,Imm,Yglo,kplinlJhJmm�pev,Lhseldlmv,-W,In,lt Job Truss Truss Type City Ply Std Pac/6510 El D A0474556 YSPVS6510D B02 Half Hip +m y 1 1 Job Reference o tiona li Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s OIX 3 2014 MTek Industdes, Inc. Wed Feb 04 09:20:W 2015 Page 1 ID:zrKBM_XOg7aNEtHWOOGiHHzovLFbLj6xgi7Hs6v?bPfidmxlODLuWnufA?TUOdLo wB9 -17-2-1 1b2-12 18-10.8 24-6-15 31k7 1-0-0-0-Q 7-2-1 1 SO-11 ~ 5-7-11 5A-7 65-8 n 1.s' 4x4 3x8 = De284bbd Deb. - 5116 in 4.00 12 6 7 8 316 3x4= 5.6 14B= 3x8= 1.5x411 5; = LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Ina YES BCDL 10.0 Code FBC2010rrP12007 LUMBER - TOP CHORD 2x4 SP M 30 •Except• T3: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 4-1-2 oc bracing. WEBS 1 Row at midpt 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 9 = 1373/Mechanicat 2 = 1501104" (min. 0-1-12) Max Horz 2 = 432(LC 6) Max Uplift 9 = -683(LC 6) 2 = -725(LC 6) Max Grav 9 = 1373(LC 1) 2 = 1501(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=3287/2688, 34=284712259, 4-5=-2835/2279, 5-6=-174911452, 6-7=-1597/1451 BOTCHORD 2-18=2230/2377, 2-19=3030/3052, 13-19=-3030/3052, 13-20=2249/2338, 12-20=-2249/2338, 11-12=-2249/2338, 11-21=1009/1137, 21-22=1009/1137, 10-22=100911137, 10-23=1009/1137. 23-24=1009/1137, 9-24=1009/1137 WEBS 3-13=5051714, 5-13=363/601, 5-11=-940/1007, 6-11=47/268, CSI. DEFL. in (loc) Udefl Ud TC 0.91 Vert(LL) -0.3113-17 >999 360 BC 0.82 Vert(TL) -0.63 13-17 -587 240 WB 0.97 Horz(TL) 0.11 9 n/a We (Matrix-M) WEBS 3-13=505/714, 5-13=363/601, 5-11=940/1007, 6-11=47/268, 7-11=6691696, 7-10=0/317, 7-9=1588/1411 NOTES- 1) Wind: ASCE 7.10; Vuh=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf,, BCDL=5.Opsf; h=25ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) Plate(s) atjoint(s) 4, 6, 8, 9, 2.13. 3, 5, 11. 7, 10 and 1 checked fora plus or minus 0 degree rotation about its center. 5) Plate(s) atjoint(s) 12 checked fora plus or minus 3 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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, with BCDL = 10.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connecfion (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt--lb) 9=683, 2=725. 10) This truss has been designed fora moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASES) Standard PLATES GRIP _ MT20 244/190 MT20HS 187/143 Weighb1741b FT=O% Qxuax¢.rvm.n..ih+,.:.aurmulmsafvunlrnnurtm¢Immmsrmlomlmml¢monlonimrl.. mryear rvsmvd�dmm.cal.+o„irm.arMao✓a,u.+m,,ri wn.,wmmm... msn.n,.;,,uaa.rrvo.eM1laln�.n. JUUUS tEF, P.E (htr,JAYndI.YlaomYn4 ¢,.Gn,M1Y^ml'Wn{L.flmdrM1T kw'.bw aWWdNKNK,'aM1P�n NON1 MI. �9F.dry6M14-0raiNv,ONT15+ma.Yloo.Il.Y+m 1.NNM k+.'N NO In Nfitw. aM1,im, Innmrmeawnn.+aarydeeo.,m.n,o.ar„w.canmmrt,munmyn.amnomaanC¢,nGwmucier,+•Imtmnx„aria,momgrinnda,n,nmd�nmw¢u.yr,a,moth.ml+®¢a,ama,,,+p,+argammmnmwmma #34869 (vmdm.¢ImnMmitl,naml4eBminvlmlerm+da,marsplm¢ammkryldmmYiu Pdll,tl+mlhln„IVfIn,dnm,lbilvNraam. Wll,hnY ,nm,tlap+mini,d0erm+A,yrn,Im+mYp,frymvNl,n,Ywtlmu<,,van Mnm,6fvam, 1109 Cvasivl0vy rwvnryalep i.nfghtlpMemlrtL ImBmm+prgmi,Yat a, Ialrvrm+iammkuSrWmrn�,vlmgma44 YariW+dbm.,nl,lW illll. Beyntm Be ,R33433 tyrng4Lml1¢I rallmuuYnlart IquLddtlma,YglagnptliM.amnamrvd„�bmBl4alnmhldnlgll Job Truss Truss Type Qty PN Std Pac/6510 El D YSPVS65100 B03 Half Hip 1 A0474557 Job Reference o Tonal ROOF TRUSSES, FOR T PIERCE, FL jAl ab Hun: 7.600 s Oct 3 2014 Print 7'600 s Oct 32014 MTek Industries, Inc. Wed Feb 04 09:20:37 2015 Page 1 IDSMBM_XOg7aNEtHVMQGiHHzovLF3YHUl?1129EMc1 QbCQB?TVyOylted7H8h88BtEzoaBB 1 6-12 2 12-2-13 16-10-8 2311-7 31 A7 11 610.12 5-0-1 47-10 7-1-0 7-1-0 4x6 = 4.00 12 3x8- Do WLtiad Deft. =5116 in 7 8 __ - 11 -' -` 10 9 3x4:= 3x8 MT20HS= 1.5x4 II 5x6 = 3x6 = 3x8 = 1 9-0-0 0-8 I -7 3- :7310 90.0 017608 Plate Offsets KY)- f9:0-3-0 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in Ike) Well Ld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(L-) -0.25 11-13 >999 360 MT20 2441190 TOOL 15.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.57 11-13 >651 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Inv YES WB 0.91 Horz(TL) 0,11 9 n/a n/a BCDL 10.0 Code FBC2010rTP12007 (Matrix-M) Weight 168 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30'Excepl' T2: 2x4 SP No.2 - BOTCHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Shuctural wood sheathing directly applied or 2-2-0 cc pur ins, except end veNcals. BOTCHORD Rigid ceiling directly applied or 4-1-14 oc bracing. WEBS 1 Row at midpt 7-9 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installationguide- REACTIONS. (lb/size) 9 = 1374/Mechanical 2 = 150010-8-0 (min. 0-1-12) Max Hoe 2 = 390(LC 6) Max Uplift 9 = -674(LC 6) 2 = -734(LC 6) Max Grav 9 = 1374(LC 1) 2 = 1500(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=3325/2703, 3-4=-3014/2447, 4-5=2953/2462, 5-6=-2015/1689, 6-7=1866/1668 BOTCHORD 2-18=2226/2286, 2-19=-2982/3089, 13-19=2982/3089, 13-20=2306/2445, 12-20=2306/2445, 11-12>2306/2445,. 11-21=-1199/1380, 21-22=1199/1380, 10-22=-1199/1380,10-23=-1199/1380, 23-24=-119911380, 9-24=1199/1380 WEBS 3-13=4131593, 5-13=-425/611, 5-11=772/845, 6-11 =1 02/330, WEBS 3-13=-413/593, 5-13=4251611, 5-11=772/845, 6-11=-1021330, 7-11=605/627, 7-10=0/344, 7-9=-175711529 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opst, BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantileverleft and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL-1.25 2) Provide adequate drainage to prevent water pontling. 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCOL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 In uplift at joint(s) except (jt=1h) 9=674, 2=734. 9) This truss has been designed for a moving concentrated load of 200.011c live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) ''Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 11t1yU6 IW+ellem¢h+nun He•4110Gi1NSS8ISWw-5IM1W-1[mf0YNAmE,A. Y➢I41fe1,.'L 111461YP1'lem Iv111e4meP�kn NrNmtnmlke Gm+OeuYe Bn'91W0)NHe W.1,'r£44ene Lnikbese.OkneRmvpeWnHe1W,m¢Wlh¢enenm 1.1iA..5Om He'U4dyYlfm4m0.ry(%serGa,SP+idlfgnn)bWmeq WWATDD.I+LmngYneI"AE&IuotlEd T"1. vy�IW b Eipol6vgb Gne kYiklnblWmll,mb111l AY,ilenm�Yve,b NEEE yy 1. kAA. k1ADmy Ed 1V M34IUS 86 P.E. Imq S. AD.. Mmpee AITED.14A 1 *And 11mEnelgmtd.D IMEE.5 1I .(I 11CHe I1f,HeIW kAbl+alem11111. MerynJe1He140mlmlkllneelHeW ArA+Ial k+Ei+nry,n¢Aimn<knH4T.. immAm MrryiMNiych.d 4A 9c-,,9 feuEmW.11ealnul rnellelW mEbepovineNlsJePon61In1A1vo1nlnemfderyldm� pfllrWrekI6IRINnnen¢InevlbePwelYHlne. 11111ermnNmla�A&finoEtrnvedRelmeRipee,lm+A+®e4pe+n nllrvn YmMvu,nkne!Ienivhf¢e11Ye 11H9 Ca¢ilol Bay Lopmle®eelupinIDrylYolprheinY+41k1emh+yfvlieenieY0tN1ul5ol Acpwm NnSMmlelievlvegldL'my lmgilv4tlNnnn+lefiMsllll. Boyerlm B-v , FC 33435 4%ripYSIDlln IW I¢evrbt e]u,lC IePelrtlwdG+laemm,eeglue,"n pepdiMeiYlnpeapenn'a6emP Idlmue-Md+lylE Job Truss Truss Type Oty Ply Std Pac/6510 EI D A0474558 YSPVS6510D B04 Common Ixm 2 1 I Jab Reference o tiona0 At ROOF TRUSSES, FORT PIERCE, FL 34946 4.00 12 3x4 s 3x8 MT20HS-- 5 1.5x 4� 3 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek 4x4 = 3x4 a 7 Inc. Wed Feb 04 09:20:37 2015 Page 1 1.5x4 3x4 8g Dead Load Deb. = 3M in 1.50 II 2 10 J 22 23 14 24 13 t2 25 11 26 I� 3x4 = 3x8 MT20HS= 3x4 = 4x6 = 3x6 = 3x8 = 8<-10 15- 2&35 31-0-7 e�-10 7-SS 7S8 7-9-2 Plate Offsets (X Y)— [4:0313 0-1-81 [6:0-2-00-2-81 [10:0-0-0 0.1-21 LOADING(pso SPACING- 2-0-0 CSL DEFL. in (lac) I/de0 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.32 11-12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.69 Vert(TL) -0.6111-12 >608 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Inv YES WB 0.60 Hom(TL) 0.15 10 n/a Was BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 146 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T1,T3: 2x4 SPM 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 4-4-4 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erector, in accordance with Stabilizer Installation quide. REACTIONS. (Ib/size) 2 = 150610-8-0 (min. 0-1-12) 10 = 1380/Mechanical Max Harz 2 = 151(LC 8) Max Uplift 2 = -703(LC 6) 10 = -577(LC 7) Max Grav 2 = 1506(LC 1) 10 = 1380(LC 1) FORCES. Qb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-3376/2984, 34=3084/2720, 4-5=-3074/2735, 5-0=-2204/2054, 6-7=-2205/2055, 7-8=298112650, 8-9=-2981/2635, 9-10=3246/2863 BOTCHORD 2-22=1918/2299, 2-23=2724/3141, 14-23=272413141, 14-24=220412663, 13-24=-2204/2663, 12-13=2204/2663, 12-25=-21692625, 11-25=2169/2625, 11-26=-259613003, 10-26=2596/3003 WEBS 6-12=875/1023, 7-12=7461`790, 7-11=179/438, 9-11=-285/428, 5.12=7841832, 5-14=2571498, WEBS 6-12=875/1023, 7-12=746(790, 7-11=179/438, 9-11=285/428, 5-12=784/832, 5-14=257/498, 3-14=346/494 NOTES- 1) Unbalanced Is live loads have been considered for this design. 2) Wind: ASCE 7.10: Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) All plates are MT20 plates unless otherwise indicated. 4) Plate(s) aljoint(s) 4, 6, 2, 13, 12, 7, 11, 9, 5, 14, 3, 1 and 10 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) atjoint(s) 8 checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This buss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connecton (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except (t=-lb) 2=703. 10=577. 10) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard AWNIR. his... oadIo61E0,od IfiTA Mr JUOUS LE P.E.OaaM6.1WAa No. Muth 1,m Is., dy Wn.O'va'dl l'P'°Osh-d gNartVmavVmpadbN,h,iWgimil,r,pu TAl is OnInial bvwb M,6rNiw4lW.d'oda r11.b4Jpn,opwt�dW,w6iin,WofLp W-dh linv Ivgo"6Nn,P„%ardt^ono.homnl, elMial@IWO%ham 6,p,.h NmMdh Mcla Ld, bm No ah VEINL O,ypnd dW NO nI grWIVdMLns,adaapkml6Lavgl. w1him ad Ylas"AWN,rywiaiSM1dP,4YM DnipenE 1131111 f 1wa.li nh, nlgld NNOVEI411asal ed,6VNb1A411N,,,vid,M1hlmwMn pol WIM1,111W m,dnmulDtIP,N tiEmv I1111Antrm,putdnln WuOadlhtnn dyajas hap Do. N is.Ynign,,An as..l,rndb, 1I"c.dvl Bar runwovnlpn saI,q b1d aa, umOLL M1M, D,ip 4nv L 0161 hie, Oninn V lnnS am adi,vbmllmYry M VAId bmuul lNd 61111. Oarnim 0<ads K 33435 (.,sissidaR14 A, IW hs%sa Vm,45 I 4pdW JgeEnmmm, 6, lvm,L raivalmiMnd.1mo -hall W 1Mm-ElnIW1 Job Truss Truss Type oty Ply $td Pac/6510 El D YSPVS6510D B05 _ Common , al 1 A0474559 Jab Reference (optional) Al RODF T Rustics, FOR I PltRla, FL EW16 Run: 7.6005 Oct 32014 PnOt 7.600s 4.00 12 3x4 a 3x8 MT20HS� 4 S 3Q � 3 h 1.5x4112 4x4 = v 22 23 14 24 13 12 36$x4 = 3x8 MT20HS= = 3.8 = MTek Industries, Inc. Wed Feb 04 09:20:38 2015 Page 1 Dead Load Deft. = 318 in 3x4 c 7 1.Sx4 i 3x4 a By Ln / �Ht 10 1; d 25 11 26 3x4 = 4x6 = Bd-10 iS10-0 I 233-5 1 314Y7 8-0-10 7S5 7S6 7-9-2 Plate Offsets KY)— r4:0-3-13 0-1-81 I6:0-2-0 0-2-81 r10:0-0-0 0-1-21 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.32 11-12 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.69 Vert(TL) -0.6111-12 >608 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Ina YES WB 0.60 Horz(TL) 0.15 10 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 146 lb FT=O% LUMBER - TOP CHORD 2x4 SP N0.2 *Except" Ti,T3: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Right 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 4-4-4 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 150610-8-0 (min. 0-1-12) 10 = 1380/1vechanical Max Harz 2 = 150(LC 8) Max Uplift 2 =. -703(LC 6) 10 = -577(LC 7) Max Grav 2 = 1506(LC 1) 10 = 1380(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 fib) or less except when shown. TOPCHORD 2-3=-3376/2984, 3-4=-3084/2720, 4-5=-3074/2735, 5-6=-2207/2056, 6-7=2207/2057, 7-8=2981/2650, 8-9=2981/2635, 9-10=324612863 BOTCHORD 2-22=191812299, 2-23=-2724/3141, 14-23=-2724/3141, 14-24= 2204/2663, 13-24=-220412663, 12-13=-2204/2663, 12-25=2169/2626, 11-25=-2169/2626, 11-26=2596/3003, 10-26=2596/3003 WEBS 6-12=869/1017, 7-12=7421785, 7-11=179/438, 9-11=285/428, 5-12=780/826, 5-14=-257/498, WEBS 6-12=869/1017, 7-12=7421785, 7-11=179/438, 9-11=285/428, 512=780/826, 514=-257/498, 3-14=346/494 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=170mph (3-Second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; canfileverleft and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) All plates are MT20 plates unless otherwise indicated. 4) Plate(s) at joint(s) 4, 6, 2, 13, 12, 7, 11, 9, 5, 14. 3, 1 and 10 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) atjoint(s) 8 checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chard 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=703, 10=577. 10) This truss has been designed fora moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, poncencument with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member _ end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard •nniY'c.lbva+qEh,,,:.r1A.inusNhmE1}EINIImnemromm� Mlownl'WnrlelmoNCcrmArr.n rnar4iy,pniu, e,1„Jwln.n,r,m mcp0.,.i,11NY.mdat ,a"11 W.., 5Ma Mn.". Nk%.a.du,ynn atVD., ahk— n a,mou],u.,,u4+1,rv.F..b.imp.p.,ps,.a..lam.r•,•u...p..ao,n.u�l.i=.w .a•ryanrL n,mbaa,:Ort,n,Mwe. e.lm Y.rmr.naw,n�p.5u.si....mngr,,. am, - Julius LEE, P.E. ran,I.,61tmr„�nairJmonv,mm„r,m.vetoatmaWm'nwyn.naommacn¢xn4e<Larwme,amt myn,mattme.r.rmumnml„uwwu,mo-m.m.:mmm..ena>,:rwe.nwnugmmmuno,gnne H34869 (smc.. u.n„n,e: n,mo.em P°m,.eta,Nna6,Gi:.Irmil�,Ikl,kld.o.n.PnOW,kehm.dfwm,JanerFrmJti�nn a,6na,,,,w.Nifa,.eMk,an,xua,ynu,un,0.ajv ov�•rG„+L+rE.•5n:,,.n:,.ivaNmh, 1109 eu.nal eay msm9"r.pa.,InnlrymPm:,�m.a ram,a,irl,l�„vnrmmar.lo<,n.,.tmsry..rn:. r..rnu:. u��m,al.n.,nlnml,m I. BoynNn BeadSR 33436 [gpilY0TIe111JIn,urHnh5n.4Pa+6,Jm,1.mm:.,r b., i,Aa1�,e.binnAnrr.vi.6nel Wlrmn-Yfnln.11 Job Truss TmssType Dry Pry Std Pac/6510 El D YSPVS6510D B06 Hip 1 1 A0474560 „ Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 4.00 12 Run: 7.600 s Oct 32014 Print: 7.600 s Oct 3 2014 MITek Industries, Inc- 4x8 = 4.6 = Dead Load Deft. = 3/8 in 0 4 lg 1J 12 - lu — e -- 4x4 C I.5x4 II 3x8 MT20HS= 3x8 = 1.Sx4 II 4.16 = 3x4 = F173 13-9-2 17-10-14 24-&13 31-0-7 6-173 i 6-514 47-13 6-9-14 63-70 Plate Offsets (X,Y)— 12:0-3-7,Edgel, 15:0-54,0-2-01. 16:"-4.0-2-01, f8:0-0-0,0-1-61 'LOADING(psf) SPACING. 2-0-0 CSI. DEFL. in Qoc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.30 9-10 -999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.58 9-10 >648 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Ina YES WB 0.97 Horz(TL) 0.16 8 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:1481b FT=O% LUMBER - TOP CHORD 2x4 SP M 30 *Except' T3: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Right 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-7-5 oc purins. BOTCHORD Rigid ceiling directly applied or4-3-15 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8 = 1381/Mechanical 2 = 1506/0-8-0 (min. 0-1-12) Max Horz 2 = 135(LC 8) Max Uplift 8 = 593(LC 7) 2 = -720(LC 6) Max Grav 8 = 1381(LC 1) 2 = 1506(LC 1) FORCES. Qb) Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOPCHORD 23=3395/2893, 33=2487066, 4-5=2405/2186, 5-6=2290/2169, 6-7=-2480/2180, 7-8=3262/2790 BOTCHORD 2-21=1993/2260, 2-22=2634/3158, 13-22=-263413158, 13-23=2634/3158, 12-23=-2634/3158, 11-12---1741/2294, 11-24=-174112294, 10-24=1741/2294, 10-25=2528/3021, 9-25=2528/3021, 9-26=2528/3021, 8-26=2528/3021 WEBS 3-13=0/315, 3-12=938/950, 5-12=256/470, 6-10=241/426, WEBS 3-13=0/315, 3-12=938/950, 5-12=256/470, 6-10=241/426, 7-10=815/842, 7.9=0/281 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wlnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opst. h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; canfilever left and right exposed ;G-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to preventwater ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf an 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 1001b uplift at joint(s) except at -lb) 8=593. 2=720. 10) This truss has been designed for a moving concentrated load of 200.011b live located at all mid panels and at all panel points along the Bottom Chord, nonconcumenl with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this buss. LOAD CASE(S) Standard Qlnoya.rm,re..npr.r:.m•urmmomllnnllannnnrnlfovm¢nomonit1m111artYommnurrl..1.aru§rn.a.,®ar.am..o,umu.ya..gpo-xmwrs,In,rtm.....s,.IN...,,. nsrr.�l..�„wra.aloo..,hwm.�m, W-ItAl..,dl.erases..¢ar.u.r,o.awy�+S..Y.�a1lu r [N w,NO, rrnr.n..34NWrr,me�avn..I%Wanlw are.Qamr.l.d11., .1m 1..bm1.M1.:ar..6.xs,woYxn.NNW",, 1 #3486 P.E I...johYrxl„r 0.10W&,h. Ite&ndw1w.,(Wghgm,uMriE.xcNNI*dtTe,A9[A 0 VImI. Ia ., 61 de..M Ntluo.I dNu4 T.,TD.*,I,r0Miev,Fr 17 Ybr,ynuTaryi6r4l1igM 4, #34969 IVlnerr..1.M Vl,h4I,vl, hPram TrTa N* N,&.agfvpom ,!,lA,m %,,159.",,rnl NTTLnn„A,Wd.d m...d,.nllIN1. r,rprrAafirlW a,hrpfYlmrOrym,4nrhrye Lpirarefl,onWmamu,vYrr,lnrivaefsdayl nacIB.d,R 31 ItlWopvlup'snaillr AraN,hrinl M14,oAy,frpranY011b[dfvr0erryarvNnlnemfglreeMgbilry lAyudrtlbnv,nleratlulnl. Boynlm Beotlyn iLJS f"N93ll A, ALnvt Injt hp:aY dN1m6 ,]k g1aR a"NkdNd vlilby,nriiiwAllNMv,JrF iKIL Job Truss Truss Type Dty Ply d PaG6510 El D YSPVS6510D B07 Hip 1 A0474561 [J,b Ref ence (opt on 8 At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries. Inc. Wed Feb 04 4),6 = 30 = 46= Dead Load Dell. Is 3/8 in -- 14 -- 13 -- 11 10 4x4 1.5x411 3x8= 3.8 MT20HS= 3x8= 1.5x411 5x611 4 d 29�d LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Ven(LL) 0.28 13-14 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.69 Ved(TL) -0.59 11-13 >625 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.55 Hom(TL) 0.15 9 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 149 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 -Except- T2: 2x4 SP No.2 BOTCHORD 2x4 SPM 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER BRACING- TOPCHORD Structural wood sheathing directly applied or 3-6-15 oc pudins. BOTCHORD Rigid ceiling directly applied or 44-15 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide - REACTIONS. (lb/size) 9 = 1367/Mechanical 2 = 149210-8-0 (min. 0-1-12) Max Horz 2 = 124(LC 8) Max Uplift 9 = -601(LC 7) 2 = -729(LC 6) Max Grav 9 = 1367(LC 1) 2 = 1492(LC 1) FORCES. illy) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-3396/2871, 3-4=-2704/2305, 4-5=-2518/2280, 5-6=-2472/2241, 6-7=-2652/2261, 7-8=-3042/2605, 8-9=1557/1261 BOTCHORD 2-23=1873/2184, 2-24=-2639/3165, 14-24=-263913165,14-25=-2639/3165, 13-25=-263913165,.12-13=2059/2630,. _ 12-26=-2059/2630,11-26=2059/2630, 11-27=2359/2829,10-27=-2359/2829, 10-28=2359/2829, 9-28=2359/2829, 9-29=892/1017 WEBS 3-14=0/268, 3-13=7167765, WEBS 3-14=0/268, 3-13=7161765, 4-13=312/500, 5-13=-297/192, 5-11=353/246, 6-11=-282/476, 7-11=4511510 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf, BCDL=5.opsf; 1.=2511; Cat II; Exp C; EncL, GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except Gt=lb) 9=601, 2=729. 10) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord nonconcument with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of thistruss. LOAD CASE(S) Standard QNI1XIMr MseXvauilhurbl&'41 pp1TOS¢5MUn,Oe111fIRf(pM1A05pIf10YFIr1YRn1[RppeQ49'Nv rvillesq,p,mksol,nl MeuN+EmspsuPpmq(IpJu1XeLSslglLltl<rtu Lnik6......JlmivslWlebJpp,mh YOeimaMe )UUUS LE Ilf. iM YtlFMsy.,pub,u164e1nsNRyyI-unru,SpilTl,iweylbuiegNpuprmnmm Rf, m,b. ..hwinL 5, .,airyHM-1Isleb 611-I+kpiklIM 0Isk, simI..fadn smpiRk Is�4Xn,vY6Srymimiti+Ln+ Faegld&InXrsnp�dtlY/XXepme,IkNnfs,GnvM,pele, X, biYmld'sV.uX,a6WJihI1ChI1LXeINNPalukmflnl. Reype+AJO,NpmlaifiJlnetlroeinstiAufwllffipvage,iJJlmiwvEheu4ilopk G,eyeriXJiildMkplyMiponsl #34849 Im4Mv.11,oMMrsspby 1ppeEsky*,Anlryskuphisyst is psht Uayy,,v.TOEVsy flFlmlfl(ImMemvslMRwnlrylme. Rll A,fines„npmti6dAieimlE;AesOXeMsRyv,4rs0.vpe(vPmn3lmf YmmlM.v,m4n,Xnviv Esrmtl6Y, 1109 CoomlBuy LOPMgvlspsYmn glYsp la! snArc6lklmsgyo4livnisiplMrnifmlp^iNvvlmsSlsSmEyNevlvegluY'q ll1. eoymm� BeXA, ft d3m35 typiltl&x1141MInsurklhtlm,IF. IgnlMim If Anm,m, irvff Ivm,uPeNhl vlXMnmmlvenu•M1n 111uI1mssrLM1nln,1! Job Tmss Truss Type Oty Ply Std Pac/6510 El D YSPVS6510D B08 Hip 1 1 A0474562 +! Job Reference o tiona Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Od 3 2014 MITek Industries, Inc. Wed Feb 04 09:20:39 2015 Page 1 ID:zrKBM—XOg7aNE01W00GiHHzovLl-0wPE9hl?ZnU4sLa KgATYv2m35Xe59MR9Shcx6zo B6 -1-0-0I 54i-7 11-0-0 15-10.0 I 20A-0 I 26-2-14 30-8-12 1-0-0 e-5-1 Sb75 4-10-0 4-10-0 56 14 Dead Load Defl. = 7116 in 4.6 = 4x6 = 3x4 = 4.00 F12 1Sx4 4 6 1.Sx4 s 3 7 34 8 � n 1.5x4 II 2 9 21 22 12 17 23 10 24 25'b 3x6 = 3x8 = 5x6 WB— 3x8 = 7x8 II 114]-0 20-" 30.8-12 714]-0 943-0 10-0-12 Plate Offsets (X,Y)— 12:0-3-0,Edgel. (6:0-3-4,0-2-01. (9:04-O,Ed9el LOADING(pso SPACING- 2-0-0 C51. DEFL. in (loc) Well Lrd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.39 10-12 >942 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -0.8210-12 >452 240 BCLL 0.0 Rep Stress Ina YES VVB 0.43 Hoa(TL) 0.14 9 We We BCDL 10.0 Code FBC2010rTP12007 (Matrix-M) Weighb146lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 •Except- T2: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER BRACING- TOPCHORD Structural wood sheathing directly applied or 34-9 oc puriins. BOTCHORD Rigid ceiling directly applied or 4-34 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 9 = 1367/Mechanical 2 = 1492/0.8-0 (min. 0-1-12) Max Horz 2 = 118(LC 8) Max Uplift 9 = -609(LC 7) 2 = -730(LC 6) Max Gmv 9 = 1367(LC 1) 2 = 1492(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (to) or less except when shown. TOPCHORD 2-3=-3391/3033, 3-0=2815/2370, 4-5=-2628/2344, 5-6=2554/2277, 6-7=-2721/2295, 7-8=3051 /2704, 8-9=-1558r714 BOTCHORD 2-21=150212248, 2-22=279913168, 12-22=-2799/3168, 11-12=-223Or2811. 11-23=2230/2811, 10-23=223012811, 10-24=2436/2835, 9-24=243612835, 9-25=1167/1121 WEBS 3-12=595/831, 4-12=304/529, 5-12=370/277, 5-10=450/361, 6-10=261/502, 7-10=342/520 WEBS 3-12=595/831, 4-12=304/529, 5-12=370/277, 5-10=4501361, 6-10=2611502, 7-10=342/520 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wlnd:.ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MIAFRS (envelope) and C-C Exterior(?) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=7,25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 9=609. 2=730. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard QxnlIY6�Buubglh„+'nW'LI 100110BrUWgMQ RM I(Hom 163wrWIIn mrmallffr nd45 rL 41euv Lnl W,ra LL6+,9vm YeINwWIW,uhtlLlmM rhYvvWbvu161b14006nY lvvim+hyefalimiBa,lpi/ylgirMM1u/nvq NO,T"anam,p�+tllLl+B+�Iq'aagmlviYbrbb My,tlWtigbimvlgalnMN4uh.uFlrll.Ai+gnwll+tlWr+wflev, wldirymientlti+ima JULIUS LEE, P.E. IuoI1W/+IhM1n+I,rSrIrAReBm.b N41Mbfr,1�l•IYLMmIW+gn,bWmlultlbllCMO[,M WbISIubnE1111.M1gynJ/0,114u1gbNn,tlMInuMLyMlayLuq.i+6leli„nlLpyyJbO,+,ynvylq/dbTyMq,,,nl #34869 faun✓.IInYVM,//b10pn16el evnl Pit,icon/badfgfapevmLLryltlnmonnn611/f61g1lldfUl n,nlmnulYi lvMO°but 1111 dRmllb,nPe l3finNdaeldXVlm+R+gea,fmvOvipehOmwwllnnWMeLv,mYn Mn.ia4k4p, 1109 C.Aal Bor faun,Prtlop Yntiq gtlpfeti,N,N%T—Mpll hlOW 11610ilmnlmtfr+Imrgn,elvarl:iEe4111o1 ldtlWno,n"ah1m I. 11.,A BeatyR 33435 Igllptl®1111 Al i'N'"Wd.A '01ogon+Y6n11 WIrn+mYlmlgn. Job Truss Tnuss Type oty Ply Std Pac/6510 El D YSPVS6510D B09 Roof Special 1 q 1 A0474563 1 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 4.6 = 4.00 ill2 Run: 7.600 s Oct 3 2014 Pnnt: 7.600 s Oct 3 2014 MTek 3x4 = 4x6 = 44 7 Ina Wed Feb 04 09:20:40 2015 Dead Load Deff. = 5/8 in 23 24 14 13 25 12 26 11 27 3.6 = 3x8 — 5x10 MT20HS= 3x8 = 3x4 = 5x6 II LOADING(pst) SPACING- 2-0-0 TCLL 20.0 Plate Gnp DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Ina YES BCDL 10.0 Code FBC2010/TPI2007 LUMBER - TOP CHORD 2x4 SP M 30 •Except* T3: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER BRACING- TOPCHORD Structural wood sheathing directly applied or 2-11-5 oc puriins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 10 = 1367/1VIechanical 2 = 1492/0-8-0 (min. 0-1-12) Max Horz 2 = 114(LC 8) Max Uplift 10 = -515(LC 6) 2 = -735(LC 6) Max Gmv 10 = 1367(LC 1) 2 = 1492(LC 1) FORCES. (lb) Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 23=-3357/2864, 3A=-3020/2516, 4-5=2868/2464, 545=3231/2777, 6-7=-3457/2987, 7-8=2906/2546, 8-9=-3028/2620, 9-10=1356/1034 BOT CHORD 2-23=-1800/2258, 2-24=2627/3123, 14-24=-2627/3123, 14-25=-2781/3417, 13-25=-2781/3417,. 12-13=-2781/3417,. 12-26=-2002/2573, 11-26=-2002/2573, 11-27=-2365/2812, 10-27=-2365/2812, 10-28=-989/1096 WEBS 3-14=324/495, 4-14=439/642, 5-14=635/676, 5-12=-333/312, CSI. DEFL. in (lac) UdeO L/d TC 0.86 Vert(LL) -0.45 12-14 >817 360 BC 0.99 Vert(TL) -1.09 12-14 >337 240 WB 0.65 Horz(TL) 0.15 10 n/a n/a .(Matrix-M) WEBS 3-14=324/495, 4-14=-439/642, 5-14=635/676, 5-12=333/312, 6-12=1228/1121, 7-12=133311695, 7-11=244/355, 8-11=-218/326 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wmd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 33-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 Ib uplift at joint(s) except Gt=lb) 10=515, 2=735. 10) This truss has been designed for a moving concentrated load of 200.011b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 11)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. - LOAD CASE(S) Standard PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 147 lb FT = 0 28 �dLMIY6 Bm<NmajAYnrhrtlh-A I UOI THMr IJ 01111 Rllri9(CUMM M1p41117n11111CNM0UWW-,."I.,pu1rt,Nrtolnnnik T,DwiPX*m0)mW hltl1"Lleh"me%.1 k6, LLkneRadv,ItlMaM140,,e1rYSeY.arem I, EJIh.,dmlGlooeGn111,.m„ N* lglna[,WWh, lryi, LLwl. loou Y p 1 iY R^rv�Xl s b qk r w h,,l^Y I�XY ,. WI,4FYWgtlm, M„ JUUUSI P.E de„ n ry rmm�.w mvdX. rn,:�an k.. I.n.aa.dn.a Irtnl ko.e.ao,a.naml.nm',.m. �'. raryldXghXunp,XnYdMOnm,XeOmn'uN1hM,Inrn M,luifmpMyn,'mMmee,ldMll4del14XelvdldFminhslIDLMgpMd0,R0,olryhtlpdXelmS.iiu4ghJh0.drtR.i,le09inotlh�0.X9YNrtya,ililrydX,ROhpp,rynal #34869 GM¢m. r1,oM WMiXe100w11kIn,,elgd,GndMGiSey[m9aemid�Tltl„w*npnOldl,hllrlllnlflnn„km,tlh,ye,tlla�e.11llleh„Iiele,1,eelSi'v,mtlGvsdLL,M,0eil1�n.Irn,ONpe Lpemef lm,YmMuv,vlev,l:niv E,helh, 1109 CwAW Boy lnOtl,}aleluhnilglpOpnnvdnl hlrn,htip Gjnni,YOlXelml:mlOnipmnlnuirynalynelmoglullq NryAefi,tllnnnnlduAiMl. BayMw Bm , R 33435 Lryn1Y9Ml1LIIdInwoL n,le,,ll. Latlwi.dM1iJwwn,iqb,i,ptitirtbnt,mm�nlw„�hem111nlirno-8ln,ln,CC Job Truss Type QtY PIy Std PBG6510 EI D A0474564 ::]Ts YSPVS6510D B10 ROOF SPECIAL CORDER , 1 2 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946 4.00 F12 Us= 1.5x4 II 2 A d 25 26 Run: 7.600 s Oct 3 2014 Print: 7.600 s OG 3 2014 Mil ek Industries, Inc. Wed Feb 04 09:20:41 20'IS Page 1 ID:zrKBM X0g7aNEtHNAQGiHHzovLFyJX?aNmG5Oko5ekMRFCxeL744vDnZOwkcm600?zoaB4 L171-10 175-0 27-2-0 25-10-14 TV2 3-7-4 3S6 3-6a I 3E-0 44L74 f 4-9-14 Dead Load Deff. = 9116 in 4x6 = 6G 1.5x4 II US = 4x4.= 7 K2nj t V 1.5x4 i 8 3x4 a 9 10 16 27 15 28 74 13 29 12 30 1131 32 33� w 2x4 11 US = 5x10 MT20HS= 3x10 — 3x4 = 4x6 = 2x4 11 7-0-0 1074S6 -7-4 Ital) 171 23-66 39-8-12 3-34i-0 5-104i 7-2fi Plate Offsets (X Y)— 12'0-7-14 0-2-11 13:0-1-12 0-2-07 f6:0-1-12 0-2-01 17:0-240-2-01 110:0-0-5 0-2-47 112:0-2-12 0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/de0 Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) OA814-15 >764 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(/L) -0.9014-15 M70 240 MT20HS 1871143 BCLL 0.0 ` Rep Stress Ina NO WB 0.62 Haz(TL) 0.13 10 We n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight:3171b FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x6 SP 240OF 2.0E `Except` B2: 2x4 SP M 30 WEBS 2x4 SP No.3 `Except` W6: 2x4 SP No.2 OTHERS 2x4 SP No.3 SLIDER BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 10-0-0 cc bracing, Except: 7-7-1 oc bmang: 12-14. REACTIONS. (lb/size) 10 = 2076/Mechanical 2 = 2983/0-8-0 (min. 0-1-8) Max Harz 2 = 114(LC 34) Max Uplift 10 = -860(LC 4) 2 = -1478(LC 4) Max Gmv 10 = 2076(LC 1) 2 = 2983(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-8373/3942, 3-24=10094/4791, 4-24=10094/4791, 4-5=-10094/4791, 5E=8205/3778, 6-7=8848/4108, 7-8=-4779f2107, 8-9=-4860Y2117, 9-10=209BU78 BOTCHORD 2-25=370417861, 2-26=371717881, 16-26=3717RB81, 16-27=373117927, 15-27=-373177927, 15-28=4350/9429, 14-28=4350/9429, 13-14=-4312/9353, 13-29=4350/9429, 12-29=4350/9429, 12-30=-1936/4460, 11-30=1936/4460, 11-31=-192614516, 31-32=1926/4516, 10-32=1 928/4516,10-33=-855/1923 WEBS 3-16=212/809, 3-15=1 17412566, WEBS 3-16=2121809, 3-15=117412566, 4-15=2641220, 5-15=481/1152, 5-14=8/290, 5-12=15881812, 6-12=2939/1435,7-12=2581/5464, 8-11=75/299 NOTES- 1) 2-ply truss to be connected together with 12d (0. 13 1 "x3.25") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc clinched. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9.0 no dinched, 2x4 -1 row at 0-9-0 oc clinched. Webs connected as follows: 2x4 - 1 new at 0-9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vuk=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opst, 13CDL=5.0psf; h=25ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and fight exposed ; Lumber DOL=1.25 plate grip DOL=1.25 5) Provide adequate drainage to prevent water pending. 6) All plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 0 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live lead noncbncumant with any other live loads. 9) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Refer to girders) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt--Ib) 10=860, 2=1478. 12) This truss has been designed fora moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcumenl with any other live loads. 13) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 240 lb down and 181 lb up at 7-0-0, and 153 lb down and 119lb up at 9-0-12 on top chord, and 349 lb down and 138 lb up at 7-M, and 236 lb down at 9-0-12, and 1559 lb down and 745 lb up at 1 U-74 on bottom chord. The desigalselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead - Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=70, 3-6=-70, 6-7=70, 7-10=70, 2-18=20 Concentrated Loads (Ib) Vert: 3=143(B) 16=349(B) I6=1551(B) 24=113(B) 27=-44(B) QpnXIX6.1u,iaagMYrt,'silly'LIIpp11n4951VW1}aVnlllnlfif(pYWIpY4U61pYllrWnlll[IPPEIIO61YIff1„n ru3ldeiplam,d,dmvlpnmR'olimpeuppmylip@,wEMWnlm,r.E lelnemeL"IYHvvu n4ue6vnss NM®6elpp,mAlWld,vnepn �'E- /DuuS P. IbMJtlYvvllmlNNpuY¢Y1,vtm,Mynlgin(Im.SId�115*'"1bWnel NpiRwnvnellm,iPmpdntimJv,jw"grr,A1Wd11¢141vuq Jlh JgYlmvlepMsblpOnh.Wllll. M1iwv*�wrRM1�,I,Yiq,mifeev,unNn!¢InrdM,tinv 1¢enlalGilhOe,nryuMiryNdprmn.hpmYNlv'vtl vputulMbilmlgsgm.YN¢meXdNI1C0e I1CpelmlN!ry¢4,nI111LWWWnJaIQVW nIy&Il eudMlm4 IwJ'1LAwgRhWloAnoEhup,.Jf4am,yn,adY!/Cnpv%mp NilYonnl rYON. WmIn¢IMillelppol6 pn,hu MpoitionlhldHp(quJStllM1lel"vmapepplLYllilnnl$x1yn,Jn,nih,mmNlilvy. Pll fiern[0emmodi�finmlh61d0y1nm0yM¢.lmsMigelypau Wl,v WMeiny4mk¢yh•..r'nehrndlYv 110MCo.ndoAal Oay 4elMep¢IapYn'my1Ye PMvh'Y¢461,mtG^qrq'nei,YpINIJLnrpuipm,minufryvmlryveml¢eglui&r WmIMGd Mn¢vnl,fireli Rll. M)W.1e 6,R 33435 4ppyM>)a11111JNnmbiv W,IL Rp1mIM1dllndmmE,imlb0.nphNtlriMnfiul�Jminmll WIlmm�lMlm,11 Job Truss Truss Type Oty Ply Std Pac16510 El D YSPVS65100 B11 Common d 1 A0474565 Jab Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 01 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MITek 4x4 = Inc. Wed Feb 04 09:20:41 2015 Page 1 Dead Load Defi. = 1/4 in 15 16 7 17 18 5x6 11 Sx12 = 3x6 = Plate Offsets (X,Y1— I1:0-3-8,Edge1 14:0-2-0 0-2-41 (6:0-1-6 Edae7 17:0-3-40-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.29 7-10 >832 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(rL) -0.52 7-14 >465 240 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC20107rP12007 (Matrix-M) Weight: 83 lb FT = 0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 1-6-0 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-11-13 oc purins. BOTCHORD Rigid ceiling directly applied or 5-8-7 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 = 885/Mechanical 6 = 921/Mechanical Max Horz 1 = -92(LC 9) Max Uplift 1 = -370(LC 6) 6 = -386(LC 7) Max Grav 1 = 885(LC 1) 6 = 921(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 0b) or less except when shown. TOPCHORD 1-2=1286/527, 2-3=1795/1669, 3-4=1386/1231, 4-5=1459/1285, 5-6=1949/1798 BOTCHORD 1-15=7111625, 1-16=-1441/1662, 7-16=1441/1662,7-17=-1594/1802, 6-17=1594/1802, 6-18=1324/1807 WEBS 3-7=470/576,.4-7=-368/566,. 5-7=5341707 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Plates checked fora plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcuffent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jl=lb) 1=370, 6=386. 8) This truss has been designed for a moving concentrated load of 200.011b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �InXlps.rMx Avaplhxrk.Re'bI WFR. rVHAjM3Al HIM onlett(nloenl'dn171menlouYnrlm.rnareyrin.mJm,NxtlrM^INuuw,vAlhn:gll00JeeWk6,narL u:iwrunikaxna Namr6vdm,kaenikmA. wM1 WtnumM. pam,amnurxemn.noxk.mA Asrn.no-,A.M�f.4ninrlro:eeryro.xa.ogmortrmans.xp..na.m,l�axi.nymr^•earl^nrr,yraa,mm�ndmldmm.ioo.h.®timL maiym�nn,aer.H,.er /UUUS IEE. P.E. ImmlalA, iron 1LJ AXeOnv,y Onv'srmY'vN,SVA<,Ih GiS h .,,ssddinieemtllro,rma ergs, Y q N^,,title,wlultl411f.ArOf,RelxtlkefvOmfeelmL MqA^tlJ,MNOw1^rhNnetltl,lnv.ubfyble>umge,:,leAolisNh,m0.,Y.IbAxapnNArad MYigbiyrcivl 9C3.V.l Non,ulxlVIYOO m11k1wdnf T.L•knkl.dhkQTAIU blehblmvrfiw B61 pa6,kEErinmlflGvertivvNhp.....de. pll tleenMx,Pe�AKmveMbaXeMR,'ryon,NaAeopteponnitmtWMNan,nkxr0,nivhfutlhr 11(19—d,RBay 4enNgixeHwu^ug1Y.Op,N,:nFa. M1lnu Mlho[nreeni601Ar1a�10.nryvvaevh,rtnlHlmulagluifes AINYCAitllnnveneefMmlP 1. Boynlm BeabyH 33435 LpIASY®AllnlNlnumblu,Ix,n. hp,' ^rIMsEa ,WMY0.icrMftdvbnndm VnrMi.lnvAl WIussrWuLLrc u. Job Truss Truss Type Dry Ply Std Pac/6510 El D A0474566 YSPVS6510D B12 Common r� 1 1 Jab Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Wed Feb 04 09:20:42 2015 Page 1 to zd(BM_%Og7aNEWMQGiHHzovL4QV4NojnusisrloJZ?zkAAZfHjJaVJIYJtrQryYRzoaB3 -1-0-0 5-10.1 106-0 15-1-15 21-0-0 1-0-0 N90- 4-7-15 1 47-15 I 5-10.1 l 4x4 = Dead Load Deg. = 114 in n d 4x4 = 5x8 = 3x6 = LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Ina YES BCDL 10.0 Code FBC2010/rP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural woad sheathing directly applied or 3-11-2 oc pudins. BOTCHORD Rigid ceiling directly applied or 5-7-2 oc bracing. MTek recommends that Stabilizers and require tl cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 944/10echanical 2 = 104010-M (min. 0-1-8) Max Horz 2 = 102(LC 8) Max Uplift 6 = -397(LC 7) 2 = -507(LC 6) Max Grav 6 = 944(LC 1) 2 = 1040(LC 1) FORCES. (III) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=2003/1874, 3-4=1492/1330, 4-5=-1492/1331, 55=2009/1879 BOTCHORD 2-15=1139/1865,2-16=-1664/1852, 7-16=-1664/1852,7-17=-1670/1859, 6-17=1670/1859,6-18=-1330/1878 WEBS 4-7=429/591, 5-7=5561734, 3-7=5481727 NOTES- 1) Unbalanced roof live loads have been considered for this design. CSI. DEFL. in (loc) Well L/d TC 0.79 Vert(L-) -0.32 7-11 >793 360 BC 0.74 Vert(rL) -0.58 7-11 >431 240 WB 0.29 Hoa TL) 0.06 6 n/a n/a (Matrix-M) 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and tight exposed ;C-C for members and forces & MWFRS for reacfions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 5) m This truss has been designed fora live load of 20.0psf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100 Ito uplift at joings) except Ot=lb) 6=397. 2=507. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitrhbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 88lb FT=O% rinns.lan<nm.yhn,a.m rnommrms rAlln1aramm�lmromnvtmnoaormnr7lmoalmuuYrl.m rmare,a,nnm,a^ImaMn.n:an,Ye:por..:lpoo;mlmxr.,lm,llrnam,u,nml.,n.o-an,a..i,.nm<I. X,mo..hm'In�am JuvUs LE, P.E • M saw EI mNOXhna heinnh,yrq�nG Sr^Arr4:^hmw rao ,n,wm. MebnAn,.w,yo S ,1,^'urarY4userm'+9:rm,eq:w.mmodr.n,mlrs e+TurmF tlu4,.h�4w dLh.l.vam:lm, I mYraay' X p,veardao.mlea.mr,wsmn n mmunmYn -mnn namlrtmote,lomana.vnl,.nnl n ypmadX mo Myrha ednerm4:mryme n+arye.:ml.r..laAl.Xmsany.�uoraawa,lm.mma #34869 ( IIG rtWeleps.., 4 b0 ,0E,m MruNn hT—fyndlSal ifevfxgoemLl ryltlan9 .SI,npm11t.w.k q1oWqm At®plead.I..11dm:lmd fil. nk n'Nmt,d6X,AX Im pey I,ns0.yeapmunll,w Yemfvivq®Yn,Xennekredhe Bop1rl1m09BeookRBay 33<33 C.,000A11111AImwH14411 hplmrdM/mm0,vmrM,i,pewo-1 reW nEmpru,mmm114a1mu,�W'mhgll Job Truss Truss Type Qty Ply PaC/6510 El D YSPVS6510D B13 HIP GIRDER q 2 �Std A0474567 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek Industries, Inc, Wed Feb 04 09:20:44 2015 Page 1 I D:zrKBM_XOg7aNEtHVAQGiHHzovLFMuC7DPp8OJ6My6Sx7OmeF-Ibx6GVmUPAIkK2dKzoaB1 13-2-0 1-0-0 3-0-0 5-EU 7160 9-11-0 12-11-71-0 IiS10-0 I 18-0-0 91-1 1EL '29 1-02-2-0222-0-0 61-0 --00.-0I 214}e 144 4x4 = Dead Load Deff. = 1/8 in 4x40 5x8= 4x4= 3x6- 341-0 8-0.9 12-11-7 18-0-0 z1-0-0 3-0-0 5419 410.13 5-0-9 341-0 Plate Offsets (X Y)- 12:0-3-7 Edoel 13:0-3-8 Edge? 116:0-4-0 0-2-87 (22:0-3-8 Edgel 123'0-1-6 Edge7 l26'0-3-12 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.30 25-26 -B44 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.43 25-26 >582 240 BCLL 0.0 Rep Stress Ina NO WB 0.19 Hom(TL) 0.08 23 We n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight:2651b FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or4-9-11 oc pudins. BOTCHORD Rigid ceiling directly applied or 10.0-0 oc bracing. JOINTS 1 Brace at Jt(s): 16, 12, 9 REACTIONS. (lb/size) 23 = 1003/Mechanical 2 = 110310-8-0 (min. 0-1-8) Max Horz 2 = 102(LC 32) Max Uplift 23 = -482(LC 5) 2 = -603(LC 4) Max Grav 23 = 2023(LC 29) 2 = 2072(LC 22) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-35=-5715/1192, 3-35=-5678/1198, 3-4=-2777/628, 4-6=2777/628, 6-9=-2777/628, 9-11=2728/647, 11-12=2728/647, 12-14=2728/647, 14-16=2728/647, 16-18=30261722, 18-20=3026/722, 20-22=3026r722, 22-36=5815/1242,23-36=-5853/1236, 3-5=-2766/642, 5-7=2737/661, 7-50=2670/655, 8-50=2657/657, 8-10=2636/686, 10-13=-2583/693, 13-15=2592/698,. 1.5-17=2605/689,_ 17-51=-2670/669, 19-51=2684/672, 19-21=-2726/670, 21-22=2767/663 BOTCHORD 2-37=915/3872, 2-38=118615454, 27-38=-118615454, 27-39=-121315310, 3940=-1213/5310, 40-41=-1213/5310, Continued on page 2 BOTCHORD 2-37=915/3872, 2-38=118615454, 27-38=-1186/5454, 27-39=1213/5310, 39-40=1213/5310, 40-41=1213/5310, 26-41=1213/5310, 26-02= 1118/5270, 4243=-1118/5270, 43-44=111815270, 2544=111815270, 25-45=1120/5175, 4546=112015175, 4647=-1120/5175, 24-47=1120/5175, 2448=-1151/5590, 2348=115115590, 2349= 865/3645 WEBS 3-27�41/544, 9-26=26/860, 16-26=288/337, 16-25=0/916, 16-24=87/525, 22-24=-01/486, 12-13=-222/976 NOTES- 1) 2-ply truss to be connected together with 12d (0.131"x3.25'1 nails as follows: Top chords connected as follows: 2x4 -1 now, at 0-9-0 oc clinched. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4)Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=2511; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 5) Provide adequate drainage to prevent water .pending.. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Plates checked for a plus or minus 0 degree rotation about its center. 8) This truss has been designed for a 10.0 fist bottom chord live load nonconcurrenl with any other live node 9) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 23=482, 2=603. 12) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 13) "Semi-dgid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 93 lb down and 59 lb up at 3-0-0, 42 lb down and 27 It, up at 5-0-12, 42 lb down and 27 lb up at 7-0-12, 42 Ib down and 27 lb up at 9-0-12, 42 lb down and 27 Ib up at 10-6-0, 421b down and 27 lb up at 11-11-4, 42 Ili down and 27 lb up at 13-11-4, and 42 lb down and 27 Ib up at 15-11-4, and 93 lb down and 59 lb up at 17-11-4 on top chord, and 431 lb down and 11 lb up at 3-0-0, 205 Ili down and 10 lb up at 5-0-12, 205 lb down and 101b up at 7-0-12, 205 lb down and 10 lb up at 9-0-12, 205 lb down and 10 lb up at 10-6-0. 205 Ib down and 10 Ib up at 11-11-0, 205 Ib down and 10 Ib up at 13-11-0, and 205 lb down and 10 lb up at 15-11-4, and 431 lb down and 11 lb up at 17-114 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard -1)-Dead+Roof Live(balanbed)Zum ewe=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=70, 22-23=-70, 29-32=20, 3-13=70, 13-22=-70 Concentrated Loads (Ib) Y41Xa6�IbssmnyXrynAer M'II IONINf9ljYlm}4XNIQIYf 6lOYp111LY{n610Yllrylnnl(n061N61YFlrl+nln'higrprvlesodrnlwlnnke4n, Beupdv:y110PNmeY Iq IL WertnrLMbYer,a Otlrnrbedu Jeldm M100,ru}W4Yr®+1+ ymrrmpxn.al.Mmomb,.uL lr.ln,byolgmn(r.•spieM1lmRNlXrmd.enmmginr.l,..apbtlmpdnitlni.r+ynw^�ishl.ne.y.dM,:pFrM1,raMeano.tm.Ir.�ml.mbuP•nw�rnxlro4rl.r�:n,munRryrrmdAr G.n 1WUS LEE, P.E W gInlYnnrMrnpe ryalme9nv.MPenfr MmvN ymtnMebMspppv,uMnmWtlrtell(6s I1CMIVAWIYpWrmlRll. RrgYmlpme N4niel Rrgnetl Mlmt ligkrrsY,mqr.umXop�mlmo4NdbttuinpabirydMPiYnPLt'+ilvim! #34869 4mn0+. FAromsulnluMNO®Illepmm�ml prilrHntllleldiu0lmirelNrll e+wn611PNMI kIFl Nvflnrder+Nlmpnnllddwe. nll de6nXunparidiMsmllnntlRelmr Nryp4nr Orap4ommrnlGnvYVWtlun,MarRedvlermdhr 1109 Cootlal Buy 4onnepmluloruniiggolpkrmtlrd. RIm,0.yofejxnil Y41M181q BNpeurtnnSlmmFgimalvenlu... llrgnufrN Wnmendef dolnl. Boynlm BeosF,n 03405 frPIMW91111111mI1nynEka1w,11.IrFll+i®tlgi,tlnngYgl++,isprdd'eel+irnvn;Tevpeuwihrll bl Lenes�brn lu,lE Jab Truss Truss Type ON Ply Std Pac/6510 Ell D YSPVS6510D 813 HIP GIRDER Y 1 � A0474567 ' Job Reference (optional At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print : 7.600 s Oct 3 2014 MITek Industries, Inc,. Wed Feb 04 09:20:44 2015 Page 2 ID:zrKBM_XOg7aNEtH WUOGiHHzovLFMuC7DPpeOJ6My6Sx7CmeF_Ibx6GVmUPA1kK2dKzoaB1 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 27=-19(F) 24=19(F) 13=2(F) 10=-2(F) 5=2(1`) 15=-2(F) 21=2(F) 35=3(F) 36=3(F) 39=11(F) 41=-11(F) 42=11(1`) 43=-11(F) 44=-11(F) 45=-11(F) 47=11(1`) 50=-2(F) 51=2(F) mr9B.lu..ibrpry�.�Y.mnlmmnomslxlurlpmlunmlrmwnpnumomrymnllrrceuesrpm'I.o reare�n.�rr�d.n.mlm,edlrom:l dmYbsl.,.lL bmm,wnl.l.,r. um,rm.l,. a=ia.M1no.dl wi,l.m. JULIUS LEF, P.E. roYr,sAM+dIeW1409YKL b+ImrMpyi.oBa,llnYillyirel6N.gNprT^^+.vnp.+tlbpMWrel�segnrr�i�rybbb,'TtlM1rY}Lm+hpeetl.blf0.I1,W1111.M1Y4pn�vyf.r,Yiy,.ifslu'mtiNlWeu AiA�Lvv IrrnlilfykNmpeu24rydhOm,b4vm'rbYvtlrynlvlbLpfgbriper,YMMNdIYI14M1I1CM1bmYJfilrtlr.I111L 6gprNrlOrNOnlryhYludNrlmutluGlW"+LYag0.YWlhfrolYmY,�LM1reprYNryJOrbYarbyaef d rotflUvrnlvmNbipiJlYd®r.11l inrnuD&Iin.dNi,dRrlm+htips,Imr0.tipblim NlnnYgMxnnhr+rhniuM¢4Y/r a@mq roWbr b&,p 1199.d,RBay 93.0.1 W,,IgbnprmLhn"''O.B611pfbLIh111 ul1. IuvnapW gnYn'mgrlrBFAnnMrtd IYImr0.rgfep+n4M1 W IilGglnryvrvinnlrrneFN'�rrelagbilq Nrgaobtlmnvrnrtl6tli1111. w"Ni.,ku Boyrtlm Beo[A, R 33435 f+IH4tl 021101 WT..cM In lL lgW6.4&,1 ,,YRbv,Npr101YtiviNMnL�rpdrribll WImss,�LFln11 Jab Truss Truss Type Oty Ply Std Pac/6510 El D YSPVS6510D CO1 Monopitch 41 1 A0474568 Job Reference (optional) HI ku r iKubbeb, runivimmue, r,a4 o 1.51 KUn: (.bun s lJa 3 ZU14 Pont /.bUU s Oar 4.00 12 Wed Feb 3.6 = 3x4 = 3.4 = 54= Dead Load Dell. = 5/16 in LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/den Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Verl(LL) -0.41 7-9 >611 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.70 9-13 >354 240 MT20HS 1871143 BCLL 0.0 Rep Stress Ina YES WB 0.46 Hmz(TL) 0.05 7 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Mabiz-M) Weight: 104 lb FT= 0% LUMBER - TOP CHORD 2x4 SP M 30'Except' T1: 2z4 SP No-2 BOTCHORD 2X4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-24 oc bracing. WEBS 1 Row at midpt 5-7 MTek recommends that StabiUers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 104610-8-0 (min. 0-1-8) 7 = 908/0-5-8 (min. 0-1-8) Max Horz 2 = 468(LC 6) Max Uplift 2 = --479(LC 6) 7 = -500(LC 8) Max Grav 2 = 1046(LC 1) 7 = 908(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1933/1440, 3-4=-1365/840, 4-5=1223/854, 6-7=195/277 BOTCHORD 2-14=1624/2061, 2-15=1916/1777, 9-15=-191611777, 8-9=10041959, 8-16=1004/959, 7-16=-1004/959 WEBS 3-9=616/855, 5-9=304/646, 5-7=-1135/1196 NOTES- 1) Wind: ASCE 7-10; Vult--170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf, h=25ft; Cat. II; Exp C; End., 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=1.25 plate grip DOL=1.25 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcument with any other live loads. 5) m 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 Ql=11h) 2=479, 7=500. 7) This truss has been designed for a moving concentrated load of 200.011h live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1 xdxmp.w.mmmmpAn,i.m. �l mm�pmsrsrnn1rrRaanmlmRwnpuomppnrlenlUoRvmloRurrrl.m. rt�ala,y,lm,m..aa,,.lmm.m,u.npnr.p,,.ylwlrmaa<bwl<a1tmR.,walm,n. ua,,,m.im,m,lmm,lpy.rywin,�em • IRYtfWMvualw%,NOI,h„K4,M5MUPLI�nQ45♦<.hp}lgheMm,udnml 1ppnPewM1murib�WII.FlInaMnpngntpmlFlL M1koPJl4�slhr�e„IpRRanrmlppmf(,Mn111 r.Ri,TwveY�iLJyiR6N,1,iFLSh�1^,dytLnt 1WUS fEE, P.E Imeryl'Jl wlemevtpetiilryq'NDmalh Nwil MuvN.pmtmlhluiFg0.ym.hllemWWJme HCRen[,melapkkhlnhm11111.R.WYntlJR,Npml mlhllnetl0etmt MJigkgRynpah,l+0nouaRup,R9Mq,mpnik6ldPm nYp Rfgm,vl #34869 (Wmu.11.etnul,Whpelppwaneln,finvi Pih4nndrt,l'eplvp4ryoNlJerylvKmfandlpf6halrlq MSlnm,dewelb�pemdry'bou. Rll aehnhinPOJE3anof mnin Jmelm,k,qn,Im,0.tipenpevedlmaWmM'av,m6,,,Roin4Htl11m I1W Caatlol Boy L,M.pMvp,'endirygollvnniN,LL M1l„n0.,iprginvi,RplMRil(mip,tipnvmlmvtryemlginvM1ghL'vr wmNlefetllvnvenatlhdhlpl. Boynlm Beod, n J0<35 [,IIpY$SpIl111m11inuubfo,In,ILIryNVImJIli,4nnN,hoglmµnyJma<I�ulevnm,epnmvimimmll Wlm,ee-bfn,Ig1E Job Truss Truss Type CRY Ply Std Pac/6510 El D YSPVS6510D CO2 Half Hip 1 1 A0474569 , Job Reference (optional At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MiTek 4.00 12 4x4 = 3x4 = 6 7 44 = 4x8 = 3x8 = 3.6 If 3x4 = LOADING(psQ SPACING. 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.26 BCLL 0.0 ' Rep Stress Ina YES BCDL 10.0 Code FBC2010rrP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-9-3 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-3-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation aide. REACTIONS. (fib/size) 8 = 90710-5-8 (min. 0-1-8) 2 = 104710-8-0 (min. 0-1-8) Max Horz 2 = 432(LC 6) Max Uplift 8 = 486(LC 6) 2 = -492(LC 6) Max Grav 8 = 907(LC 1) 2 = 1047(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=190511436, 34=-1454/997, 4-5=-144311017, 5-6=326/158, 7-8=928/836 BOTCHORD 2-16=-1750/1995, 2-17=-1846/1745. 11-17=-1846/1745, 10-11=-1035/1001, 10-1 8=1 035/1001, 9-18=103511001 WEBS 3-11=525034, 5-11=392/619, 5.9=-958/1024, 6-9=1861290. 7-9=-842/930 CSt. DEFL. in (loc) I/de0 Ud TC 0.88 Vert(LL) -0.30 11-15 >817 360 BC 0.73 Vert(rL) -0.57 11-15 >435 240 VJB 0.99 HoaCrL) 0.05 8 n/a n/a (Matrix-M) NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf, h=2511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water pending. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) 8=486, 2=492. 7) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chard, nonconcument with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Wed Feb 04 09:20:45 2015 Page 1 Dead Load Deff.= 1/4 in PLATES GRIP MT20 244/190 Weight1181b FT=O% xaeMk—d..tgrrr;.o uronrm�rSwR�rumn¢mYmnaumiwrtoRaluYYoruonYorinmrrrmr��,.d„rnm.au.norcr,M1.YrIrN,NmYs,rn,um.,.runiw.ru mm„n,.irrnm.rmo..¢win®.er 1WusL Fa JNYrnYb M1e¢vY,.a e.lm,M1y r. A.,4rmrrNYm3mw..rannrnnn.b 14MW nrw:.mM1..N".W96M1trwrda+wYtm,bYw.amn.ry..avmi.M1�r.pnwYn Yi,w:r.waanr..amnm F6 P.E. v.r¢:wrxerrnnNYndho.rv.nra.r,mE.nNryn.tlrbarryuywnkfq�.. PWR r"db TR w Y.. p—1 M1e.MImunrgkumdaN,,.:a=rY'�1wnYWNo,bj ev¢mrYnnnpruYsrydr 4r ra:Y^n.r #349C.0b1 (M,u4.Irpu, tl,rle 40 FW s dtl mlms N* lwuiss NMWeYjNApa KTms%Som,Yrktnmlfrav 9l ,IWp V1v,Id.ml LbrrMnyn•A44nm1ddxrdnetm,P,gwr,unr WipeurinendlnnYmAman,.L„Mvm4rmNb, n1109 BeGd%FLeay (+vmey¢reprYnnggAgrt,vrtlM lYtmrntipryiniNNM1IlLr6upvvlm6rymrq'mvlvgYYq nmyle4dMmnurlrlYNYRIL Boynlm Bendy FL ]]435 fpr CnnNrvnn... Yi, tart lgeSmmdYi,YmN,Yglnv,FA vYYVY.A,m ft. 11 i.,, It Jab Truss Truss Type Oty Ply Pac/6510 El D YSPVS6510D CO3 Half Hip .11 �Std A0474570 Job Reference (optional) Al ROOF TRUSSES, I-URI FIERUE, FL 34916 1.5: Run: 7.600 5 4.00 12 Feb 04 09:20:45 2015 Page 1 44 = 3.4 = 4x4 = . 6x6 = 3x8 = 3x6 II Dead Load Der. = 3/16 in LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deg Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.22 9-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.40 9-10 >618 240 BCLL 0.0 Rep Stress Ina YES WB 0.72 HOR(TL) 0.04 8 We n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight1l3lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 - WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-9-1 oc purins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-4-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8. = 909/0-5-8 (min. 0-1-8) 2 = 1044/043-0 (min. 0-1-8) Max Hoe 2 = 390(LC 6) Max Uplift 8 = -473(LC 6) 2 = -505(LC 6) Max Grav 8 = 909(LC 1) 2 = 1044(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=1958/1484, 3-4=1660/1251, 4-5=-1598/1267, 5-6=590/429, 6-7=-501/461, 7-8=892/846 BOTCHORD 2-15=1741/1751, 2-16=1829/1796, 10-1 6=-1 829/1796, 10-17=-1129/1110, 9-17=-1129/1110 WEBS 3-10=421 /595, 5-10=475/653, 5-9=798/873, 7-9=839/915. HD11N&4 1) Wnd: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.0pst BCDL=5.Opsh h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ;G-C for members and forces,& MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water pending. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 Ito uplift at joint(s) except (jt=lb) 8=473, 2=505. 7) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard QX41XIX6�Ibu MMgt mr+n:'1I100rIlM1tf5 rViinIRON Ulm I l NVA)0 womiPIM11rrlonsumno Im rvipleiy,µ,wlu,®InJ Mn„nio..av, Tn rfluimf mkFln, l£I6e sY¢I k6nna 0.4n:noviuYOtlsh N4,.I1Wlela,.a+ jM,YAk,+eLmlooYk,A ba,:ndyo[gaofspLXrlpwnlm W.olloonpwn.+ulY'�anPi^,:+inN:9n,p,iNlrylvm4d{+an.J/Inn4pYl.mloo4pmbm I. mYfgnwdKkanl,.rni.:,riiW3ryy.va R,l,n: 1UVU5 LEE, P.E. i+:n1Y41i,a:mp 3srvan,Bov,m Bnu',MArutlq¢I+mkilvl B,Nim,:rum,namncmul,miausvw":aml.a,yyna-IN lmma.Ir+Il,nemin,,.:lNghr.¢a.nc:,l@5.mle®v.mlkmn,poliNramairaro„gmm! #34869 [rim. Xrnm Mml:mNBmmpmtinmlv4:5e,nmluvllsw.:nkurymmf:nP¢Olalmnrinw5lunmem:a YlmavXa°.. nileik:,Mny::a&ru,,,fenv,nn:lmvo:,.mc.un,o,y:uraa.a lm,rvb.e,vuv.nu.'v!,¢:ary. 1109 coosvl Bar fN.1,11lep: nuq golpTs,'WA h tm, N*110. 0011LONUoIo,+ WISMo yi1.4nrbil4 L mpda.wnnl:6tl:ml. Bop 11 d,R 33435 IgXyY0an111yBnu.1W Iu,ll rep,6istlS,lmul,Ygl+v,kpYb,r+imnnAapu,iaEsn 4flmv,.hln W 12 . Job Truss Truss Type Oly Ply Std Pac/6510 El D YSPVS6510p C04 Half Hip 1 1 A0474571 „ Y Job Reference o bona At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Wed Feb 04 09:20:46 2015 Page 1 4.00 12 4x8 = 2x4 II Dead two Deft. m 3/16 in 4x4 = 3x4 = _ 3x4 = 5x6 = 1.5x4 II LOADING (pan SPACING- 2-0-0 CS1. DEFIL in (loc) 8defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.18 8-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(TL) -0.32 10-14 >782 240 BCLL 0.0 Rep Stress Ina YES WB 0.39 Horz(TL) 0.06 7 n/a n/a BCDL 10.0 Code FBC2010/fP12007 (MaMx-M) Weight 1061b FT=0% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 *Except' Bi: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-11-7 oc purins, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 3-8, 5-7 M1Tek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7 = 906/0-5-8 (min. 0-1-8) 2 = 104810-8-0 (min. 0-1-8) Max Hom 2 = 349(LC 6) Max Uplift 7 = -459(LC 6) 2 = -519(LC 6) Max Grav 7 = 906(LC 1) 2 = 1048(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=1875/1571, 3-0=901/646, 4-5=-818/665 BOTDHORD 2-15=2019/1895, 2-16=1665/1705, 10-16=1665/1705, 9-10=1665/1705, 9-17=1665/1705, 8-17=-1665/1705, 8-18=726/790, 7-18=726/790 WEBS 3-10=0/344, 3-8=1002/1022, 5-8=-312/553, 5-7=1018/937 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsh h=25ft; Cat 11; Exp C; Encl.. GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL--1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water pending. 3) Plate(s) at joints) 4, 6, 7, 2, 3, 10, 8, 5 and 1 checked for a plus or minus 0 degree rotation about its center. 4) Plate(s) at joint(s) 9 checked for a plus or minus 5 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=-lb) 7=459, 2=519. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, noncencurrent with any other live loads. 9)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard rsuois.rim,re..pp,r,;.er•tlnomnwnrymr1rnnummlloYunimlmlomlr1on171moauooYnrYp rmrylrymm�,w,.;Irn.mlm,o,:yp,.4flcNdaru,ln.ri lamr.rmabl..n osnaranumanarloo.rgwia®.n. • k'^a"Ob.W Ymm4ml,rdL brim�Y,prgin(I;1pufllprb Wngl4J,gn.n br4jbaral,an,i,lnrimq,npaffiI Yh4Jp,fia. im,Igi.eh, p,tlr..b mL mbyanvrpn Ylq,r,iyvaliprrvaiti.un, JUOU3 86IEF, P.E Yg1ilYlntlen,prvffiUa OrOno,60mhnnM'varyNm4epify4eyn.0 PrmWOaIb UCOr UGtiv4r�rrrm11111.M1gPnarlllrlWrmlfWwtlll,ImtYbfelY.irs4Ymlr,iWiunlm®g d56N,eynutiirydMhibq b,gennl rr34ab9 InumY. pBlelnWwi NlBBmfUepmYnmlpU,LntllYlilE'grquYkl,ryldmmNmQRJIryM,kIhIn NV(Im MnmNk,rmllYam,. elld,fi,l4,r,PNYe'a,r6b,tlpeHnG,uPn,Im�Ngrlrpsmnitm,YoMmn,dnrReri+rMM Yrr 11090, IBoy 4opnrpelulnsn'mlbrllvnnm'rLL RM,0.yrf9ivi�Y01N4'I:ryOrtipumin„SMmfghenhgbiEYi Irq�rNep^nmrnkGtlullll. B.M. Beaty R 3U35 r91^1Y$nI1111mII,nurl6,14r1 bmtlE�tltli,lma.irglqurabArilnlnilulmmw°dr111mII,m,�1rm,1411 Job Truss Truss Type Qry PIY Pac/6510 El D YSPVS6510D C05 Half Hip 1 �Std A0474572 Job Reference (optional) At ROOF TRU55E5, FuRT FIERCE, FL '3 6 RUM 7.600 S Oct 32014 Print 7.6005 Oct 32014 MTek Industries, Inc. Wed Feb 04 09:20:46 2015 Pagel ID:zrKBM_X0g7aNEtHWOQGiHHzovLFIHKtd4gOw M4BQcKEpo6LPgwa ZElBTmtp9hCzoaB? 5x6= --'" 1.5x411 3x4 = Dead Load Dell. = 7/16 in 17 4 5 6 l� 1.ax4 II 3x6 II 1.5x4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(CL) 0.3913-16 >619 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -0.64 13-16 >383 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.55 Horz(TL) 0.30 7 n/a n/a BCDL 10.0 Code FBC2010fTP12007 (Matrix-M) Weighb139lb FT=O% LUMBER - TOP CHORD 2x6 SP 240OF 2.OE *Except* T2: 2x4 SP No.2 BOTCHORD 2x4 SP N0.2 *Except* B3: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x6 SP 240OF 2.0E LBR SCAB 14 2x6 SP 240OF 2.0E one side BRACING- TOPCHORD Structural wood sheathing directly applied or4-11-12 oc puffins, except end verticals. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordancewith Stabilizer Installation aide. REACTIONS. (lb/size) 1 = 94910-8-0 (min. 0-1-8) 7 = 903/0-5-8 (min. 0-1-8) Max Harz 1 = 265(LC 6) Max Uplift 1 = -399(LC 6) 7 = 446(LC 6) Max Grav 1 = 949(LC 1) 7 = 903(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=291/0, 2-3=A431/3908, 3-17=1452/1176, 4-17=1372/1188, 4-5=-1311/1158,7-9=864f797 BOTCHORD 2-18=3140/3345, 2-19=2301/2454, 13-19=2301/2454, 12-13=-2301/2454, -12-20=2301 /2454,.11-20=2301 /2454,. 11-21=789/849, 10-21=789/849, 10-22=786/852, 9-22=786/852 WEBS 3-13=23/301, 3-11=1292/1285, 4-11=1701315, 5-11=A89/612, 5-9=-1082/1044 WEBS 3-13=23/301, 3-11=1292/1285, 4-11=170/315, 5-11=-489/612, 5-9=108211044 NOTES- 1) Attached 13-8-2 scab 1 to 4, front face(s) 2x6 SP 240OF 2.0E with 2 row(s) of IOd (0.131-xW) nails spaced 9" o.aexcept : starting at 2-7-13 from end at joint 1, nail 2 row(s) at 3" o.c. for 2-11-1. 2) Wind: ASCE 7-10; Vult--170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf, h=25ft; CaL II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & M WFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=125 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s)1 considers parallel to grain value using ANSIrrPI l 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 Ib uplift at joint(s) except (jt--lb) 1=399, 7=446. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 10) "Semi -rigid p_tchbreaks with fixed heels" Member_ — end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WMA"rinnmamgtlnnI.nr'I.I1U1llNarWil lnnurtn6r(tlom%5(@IomfBlllnmxeflm61Y0r1.m.Wren5, rr.In, vdad,tler.IGr lm: 0,4N,q(Mn dWr ie,, rL lJmneW II6x. LLknrnmi Md. WO, .4 wind. pho-rnalY.nel.ImlmbY.u6L hrLn,A,oeYlin^(u"SPir/rylgwr4b W nglooap.wn.rmP+.m IYP.m,>✓nL�:Y, +P Y'$IV IYerupmienngFlnnhpxlnbl9A.Ir eW mL mxyenivpvglelyrndiwr,,it8dry rlwd srbm. 1 WU5 LEES F.E Imryhile9leAeaYnrbXilYNAeO.nr,h NWrrwYnMepalutts G,Ymphyv,u0en®etlJIP,IICAVI1LAelvtlbiFvpafeeEml:lh%rynd,IRn NOml nLhdeatltlelnn.Ybf%kGrnwXsiwNfi¢oe/Lmyile9YMrepwuli4%iArYixigYrjov¢a #34869 MI., 00 m hInmeaePepieunelrJekdO ldflq:nhleryldv®4PLAIgl6rknllll ¢I SYImMv®NArlewlpiew. Ir l l 5.Wn,P fit, W., d melon n,,.,, I..., Nvpe 44Yn IIP— lva, mYorlu.iveeriellyI 1109Q.o.16oy loop e1a14w s.,iliA 1Y,0 pve, urYrn. IY Inn Rtip lrynv i, Y01 N In6M h*'0=r n Im55yNn lrynv Iv rapuNs61G r%ilo4rN Iuvure n e W N u 1111. Boyntm Bevd, n 3]4]5 (eppipY0NIA 111W GeorvYli,Ln,Lt hP�dEirinnn,Ygmm,i,PeI3eN.iW,nertepnriramal Ynllmss,bY,trr.n. Job rluss Truss Type oty Ply Std Pac/6510 El D AO474573 YSPVS651OD CO6 Half Hip Y 1 1 Jab Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 Yq b Run: 7.600 s Oct 3 2014 Print : 7.600 s Oct 3 2014 MTek 5x6 s 16 1.5x4 II Inc. Wed Feb 04 09:20:47 2015 Page 1 3x4 = Deed Load Der. = 318 in 1.5x4 II 3x6 II Sao I °'ao i tato43 . I 15-10-z 11611�n-11� ze-9-tz 3-0-0 1-0-0 6408 411-10 1-0-14 14)-0 2-U112 0 Plate Offsets KY— r2:0-2-12 0-1-81 14:0-1-4 0-2-01 16:0-1-12 0-1-81 f9:0-2-0 0-1-01 rl2:0-2-0 0-3-41 LOADING(pst) SPACING- 2-0-0 Cal. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(-L) 0.35 12-15 >706 • 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(Q -0.58 12-15 >418 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.72 HOrz(TL) 025 7 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix-M) Weight: 133 lb FT=O% LUMBER - TOP CHORD 2x6 SP 2400F 2.OE *Except* T2: 2x4 SP No.2 BOTCHORD 2x4 SP No.2'Except' B1: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x6 SP 2400F 2.0E LBR SCAB 1-4 2x6 SP 2400F 2.0E one side BRACING- TOPCHORD Structural wood sheathing directly applied or4-9-15 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 4-2-7 oc bracing. MiTek recommends that Stabilizers and requiretl cross bracing be installed during trrss erection, in accordance with Stabilizer Installation aide. REACTIONS. (lb/size) 1 = 94810-8-0 (min. 0-1-8) 7 = 90410-5-8 (min. 0-1-8) Max Horz 1 = 224(LC 6) Max Uplift 1 = 406(LC 6) 7 = 438(LC 6) Max Grav 1 = 948(LC 1) 7 = 904(LC 1) FORCES. Qb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=29110, 2-3=4279/3721, 3-16=1963/1606,4-16=-1901/1614, 45=1312/1122, 5-8=1312/1122, 7-9=8711771, 6-9=-8501771 BOTCHORD 2-17=-3210/3495, 2-18=2785/3014, 12-18=-2785/3014, 12-19=-1544/1750, 11-19=-154411750 WEBS 3-12=1258/1258, 4-12=383/593, 4-11=4981478, 5-11=384/449, 6-11=1248/1456 :P]ix-2 1) Attached 11-6-13 scab 1 to 4, front face(s) 2x6 SP 2400F 2.0E with 2 row(s) of 10d (0.131'SKY) nails spaced 9" o.Gexoept : starting at 2-7-13 from end at joint 1, nail 2 row(s) at W o.c for 2-11-1. 2) Wlnd: ASCE 7-10; Vult-170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; CaL II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrenl 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-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/FPI 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 Gt=1b)1=406, 7=438. 9) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, noncencurenl with any other live loads. 10) "Semi -rigid p8chbreaks with fixed. heels" Member end fixity model was used in the analysis and design of this Tmss. LOAD CASES) Standard RIIIIMk N, anµ,rmvllaA'.I-4ffiLVW16W11411116tf4Y01110YnMOWIrW01111010NKWl'Ivm hil4'pPvb,W,M,tlnwtivhIN 11-&AW.kTGrIn,1k M 1. WrlYbrYm.W4ur0uwu Jblm6lW,mryWleYruaw JUWS LEE, P.E IYnSEYMbNI40hYn6L l,rlmf 6yefgamla,Sp,ErIT^ilYulmml140,rP^mnwmllvrib Ptlnitlrelhrey,.,rya181IylY4Jplb,iprLnf 6lwhlwYllOwll,elnnl L M1YyrnunP'elYtlq,wllr.. wlJSrynlruiArtint IYglalyhN,npe3LryNbOw,40vv'trmWNaIW YIYWY 10.ym,u4moltlbllGMaGmddlviEYlnlrwE111L e,9PntlrlPr Rlolq RYautlYelmty&drybiSLYnle.hWOmMNiAWo14N�ryn,AP,gtl MlwYulMgn, m! 434669 [rNNr.l6oMu1Nu0,NAa11YPuhnwllriLMMblddepinp,INeryMvmlinpol@iM1lErlllulflnmu,lvmlImp,dlilvr. I111 Lanh,apndifirmlMi,AlrirmOrym,Lm Aqe Lpi,r, nl4m WNgau,nhoMni,uhkdllr 11090a.0.111, Le4YtprclupYninylldlp,Fnv„M1 hNV 0.ynYlan41n IY1dL1A�TV YLn,SIeeYGhrvlmNl�R 1YWibinllnnmrn MoelslN. llo dmileah,R 33435 (gP�Oxnlllwllmua� Iv,IL ApS4rtltlndanG,ierlhyi�pMfrbiMtlaSblvwvi6w11 WImmJlnlm.lf. Job Truss Truss Type Cry Ply Sid Pac/6510 El D YSPVS6510D C07 Half Hip ,1 1 A0474574 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Ina. Wed Feb 04 09:20:47 2015 Page 1 ID:zrKBM_XOg7aNEtHVY9QGiHHzovLMTuGrOrl hEUxpZBWo WJLtcNB3KDjzm9cThZjDfzoaB_ 17-114 3410 LU-0 40.0 12-47 1211A 1&3.5 all 20.0.12 3 13 7-11. 2-1-12 400 LOADING(psl) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Inv YES BCDL 10.0 Code FBC2010/TPI2007 LUMBER - TOP CHORD 2x6 SP 240OF 2.0E *Except* T2: 2x4 SP No.2 BOTCHORD 2x4 SP No.2 *Except' 131: 2x4 SP M 30, B3: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x6 SP 240OF 2.0E LBR SCAB 1-3 2x6 SP 240OF 2.0E one side BRACING- TOPCHORD - SWctural wood sheathing directly applied or4-1-10 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or4-2-10 oc bracing. Except 5-0-0 oc bracing: 14-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 916/0-8-0 (min. 0-1-8) 7 = 868/Mechanical Max Hom 1 = 185(LC 6) Max Uplift 1 = -397(LC 6) 7 = -416(LC 6) Max Grav 1 = 916(LC 1) 7 = 868(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 1-2=-281/0, 2-18=-4248/3731, 3-18=2087/1798, 34=1932/1671, 4-5=-1932/1671, 7-9=843U,11 BOTCHORD 2-19=3214/3509, 2-20=1872/2112,_ _ 14-20=-1872/2112, 13-14=1875/2125, 13-21 =-1 87512125,12-21-1875/2125, 12-22=-1107/1298, 11-22=1107/1298, 11-23=1 1 07/1298,10-23=110711298, 10-24=1114/1295, 9-24=1114/1295 WEBS 3-14=441347, 4-12=234/284, 5-11=0/269, 18 5x6 s 1.5x4 II 3x8 = 1.5x4 (bead Load Deli. = 3/8 in 1.5x4 II a 1.5x4 II 7 1.5x4 II 3x6 If CSI. DEFL. in (loc) Ildefi Ud TC 0.55 Vert(LL) 0.38 14-17 >626 360 BC 0.99 Vert(TL) -0.6114-17 >384 240 WB 0.50 Ho2(TL) 0.27 7 We We (Matrix-M) WEBS 3-14=44/347, 4-12=234/284, 5A1=0/269, 3-12=-333/232, 5-12=653034, 5-9=144711232 NOTES- 1) Attached 9-7-1 scab 1 to 3, front face(s) 2x6 SP 240OF 2.0E with 2 row(s) of 10d (0.131'xV) nails spaced 9" o.e.except : starting at 2-7-13 from end at joint 1, nail 2 row(s) at 3" o.c. for 2-11-1; starting at 7-6-3 from end at joint 1, nail 2 row(s) at 7" o.c. for 2-0-0. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plate(s) al joinl(s) 3, 6, 7, 2, 10, 8, 14, 4, 12, 5, 11 and 9 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) atjoint(s) 13 checked fora plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at --lb) 1=397, 7=416. 11) This truss has been designed fora moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcumenl with any other live loads. 17-114 P PLATES GRIP MT20 244/190 Weight:118Ib Fr=O% 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard QRLlR6.I4,ulaax}dq,nin0,'LI IOUfR4ID5ryIlE1}9Y[IIImIM1afOdOmpSW510YIIrWn111[IIpn11[6fYm'Wu hrArlev,npmnnsd"tlnrnn Y:,Irn,CeigOre.y(N91Nn,64,I,e, Illelnme Lnrkbex. plen,nenv,MJULrtIPo.mh WlelmeMw pm,Wok.ml,„mamomtry.,F.rY.[m.�rW-:flJ1rtr•+•onnY�m.�m,.,nrm„J�n�ml.Jeap.madpma,.pu.,dnud. n.mo�q.wrm1.mad. n,.l�l.d'�.a,.u.,,momnmIJUIRIS ltl9P B.oE mvlyilOh,11mNW, ahue.lmenWhLwI".dM1.mhYmmaem,t: .n,hYmuxnuC.T' 1134111.11.W 1NOWllpo- nOut mmMJul1-1'y.,D.1kghmnml�findh. U,h,hrad,wm.mludpnl.,l nT.NybhuunNruI.rImnnm1.mW.,0maWwl...,..MismL Bgmm Be.6,y. Fl ]0<35 411^4tlS11I1111tlInwrL6mlm, 11. aPtl,TdlYIam"e,:eglme,uPe631md,Mnimepeni Fn114/Im,e,.lretletlL Job Truss Truss Type Dy PIY Sid Pad651O El D YSPVS6510D C08 HALF HIP GIRDEFj, B 1 2 AO474575 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: TWO s Oct 3 2014 MiTek Industries, Inc. Wed Feb 04 09:20:48 2015 Page 1 5x8 1.Sx4 11 3x8 = 4:, lipad Dail. = 7/16 in 4.00 12 4 5 6 2 1 lom 9 'al 24 25 14 26 13 27 72 28 29 30 11 31 Ib dm 3z10 = 1.5x4 II 3za Mf20HS= 3x8 = 1.5z4 II e 33 1.5x4 11 7 1.5z4 11 1.5z4 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.41 14-17 -579 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.74 14-17 >316 240 MT20HS 1871143 BCLL 0.0 Rep Stress Ina NO WB 0.58 Horz(TL) 0.38 7 n/a nits BCOL 10.0 Code FBC2010TP12007 (Matrix-M) Weight: 183 lb FT=O% LUMBER - TOP CHORD 2x6 SP 2400F 2.OE *Except* T2: 2x4 SP No.2 BOTCHORD 2x4 SP N0.2'Except' Bl: 2x4 SP M 30, B3: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-7-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 9-9-0 oc bracing: 14-17 REACTIONS. (lb/size) 1 = 1354/0-8-0 (min. 0-2-3) 7 = 1495/Mechanical Max Harz 1 = 144(LC 4) Max Uplift 1 = -657(LC 4) 7 = -766(LC 4) Max Grav 1 = 1425(LC 18) 7 = 1984(LC 23) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=446/99, 2-3= 8424/3849, 3-18==-6616/2695,18-19=6616/2695, 4-19=6616/2695, 4-20= 661612695, 20-21=-6616/2695, 5-21=-061612695, 5-22=329/101, 22-23=329/101, 6-23=-329/101, 7-9=1918/769, 6-9=254/191 BOTCHORD 2-24=3484/7489, 2-25=2540/5639, 14-25=264015639. 14-26=2560/5740, 13-26=2560/5740, 13-27=-2560/5740, 12-27=2560/5740,12-28=-1926/4919, 28-29=1926/4919,29-30=-1926/4919, 11-30=1926/4919, 11-31=1926/4919, 10-31=1926/4919, 10-32=1947/4927, 9-32=-1947/4927 WEBS 3-14=187/958, 4-12=416/318, WEBS 3-14=187/958, 4-12=-416/318, 5-11=OU88, 3-12=21811147, 5-12=810/1911, 5-9=4885/1915 NOTES- 1) 2-ply truss to be connected together with 12d (0.131"x3.25y nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-0-0 oc clinched, 2x4 - 1 now at 0-9-0 oc clinched. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. Webs connected as follows: 2x4 -1 row at 0-3-0 oc clinched, Except member 5-11 2x4 -1 row at 0-9-0 oc clinched, member 3-12 2x4.1 row at 0-9-0 oc clinched, member 12-5 2x4 - 1 row at 0-9-0 oc clinched, member 5-9 2x4 - 1 row at 0-9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf, h=25ft; CaL II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 list bottom chord live load nonconcurrent with any other live loads. 8) m 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) Refer to girder(s) for truss to truss connections. 10) Bearing at joint(s) 1 considers parallel to grain value using ANSIRPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --lb) 1=657, 7=766. 12) This truss has been designed for a moving concentrated load of 200.61b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 13) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)164 lb down and 163 lb up at 7-0-0, 66 lb down and 71 lb up at 9-0-12, 66 lb down and 71 Ito up at 11-0.12, 66 lb down and 71 Ib up at 13-0-12, 66 lb down and 71 lb up at 15-0-12, and 66 It, down and 71 lb up at 16-9-4, and 113 lb down and 119 lb up at 18-94 on top chord , and 232 lb down and 77 lb up at 7-0-0, 232 It, down and 21 lb up at 9-0-12, 232 Ib down and 21 lb up at 11-0-12. 232 lb down and 21 lb up at 13-0-12, 232 It, down and 21 lb up at 15-0-12, and 232 lb down and 21 lb up at 16-94, and 236 Ib down at 18-94 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. . LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Inaease=1.25 , Plate Inuease=1.25 Uniform Loads (plf) Vert: 1-16=91, 3-16=70, 3-6=70, 10-15=-20, 7-8=20 Concentrated Loads (lb) Vert 3=164(B) 14=157(13) 18=-66(B) 19=66(B) 20=66(13) 21=66(B) 22=66(B) 23=113(B) 26=52(13) 27=52(13) 28=52(B) 30=-52(B) 31=52(13) 32=-44(B) 1 ndns.Iwm.yM1„n.Re M1nooim�5sf'Ln[rlldYmtmnlmYmn[xs(GnomrwmllmvmmnuerNc rvalay,lm 1v,.dna Mn.O,um,Nv�a,.:rlrumwa,rd,de, rL lnm.,nmke,,,,. Nnnalv.;,,,I,�n.m,Im..ryWieia®m. JULIUS LEE, P.F. inn SOY,uEImb104bYnp l,.Ln,byrgin W.fp'M.IdI's,y,M1udngll0�pd+.+. mvlbd M1lJniNq.mgmlmlHrd d48p,IM1dIFIm,IryiWwP,NJwM1.cob RIL M1bJpnrprim\�gmfY .,,ildlnml,atllti, rini Im.11iHLy6A,mp,uNYIaIMOnn,trpmi„tlYudgnlufv 6rYgdti}n.iW nnMd Nll4 asllCBeNlNwlmbsllllBO„pntld0,N0,dgdY,udllflmt�iW",gblfeL+'mry.YNlAmnEYIM1yilJYb,rynln&rydMldligMynml M34649 Imdnu.Ilene,uimlidlwml6evmNlmlpilelglddrltldv(vi,mtlN,tlulxceAwdNl WlBbdhlBvdnmm�demitl4�l�vnll°d.,. nlld,dn WnpntldvinvE6y'v,dtl, Innd,rn,Im,O,y,dlievvlrnnYolean,vbn,BnrNAritlY/, 1109 Coosfol Bor ImMapnleMYniyryWpod,inF,l Mim�duplgini,Y010,lilGgpwymeMlfry,m4NV NgbL'y IYg1ohtlbn, v,nlAtlYlnl. Baymm Beack n 33435 IgInIx SnI1111,tl N,vcYEtlx,lL le'xul.dMdvm,Y,im/Imm,I,Ad1'�tlm'aMnMnpvntim6r11 dtlln,m-kFln,ll Job Truss Truss Type OtY Ply Pac/6510 El D YSPVS6510D C09 Jack -Closed 1 �Std A0474576 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 4x4 = LOADING(psl) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 a Rep Stress Incr YES BCDL 10.0 Code FBC20101TPI2007 LUMBER - TOP CHORD 2x4 SP M 30 •Except- T1: 2x4 SP No.2 BOTCHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-2-2 oc bracing. WEBS 1 Row at midpl 5-7 MTek recommends that Stabilizers and required cr ess bracing be installed during truss erection, in accordance with Stabilizer Installation uitle. REACTIONS. (lb/size) 2 = 107010-8-0 (min. 0-1-8) 7 = 932/Mechanical Max Horz 2 = 479(LC 6) Max Uplift 2 = -491(LC 6) 7 = -511(LC 8) Max Gnav 2 = 1070(LC 1) 7 = 932(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when Shown. TOPCHORD 2-3=1991/1421, 3-4=-1521/967, 4-5=1376/982, 6-7=188/269 BOTCHORD 2-14=1850/2003, 2-15=1908/1826, 9-15=1908/1826, 8-9=984/920, 8-16=9841920, 7-16=984/920 WEBS 3-9=5621792, 5-9=449/782, 5-7=1112/1204 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Wed Feb 04 09:20:49 2015 Page 1 4.00 12 3x4= 3x4 = CSI. DEFL in floc) I/deb Ud TC 0.99 Vert(LL) -0.57 7-9 >450 360 BC 0.88 Verl(TL) -1.01 7-9 -251 240 WB 0.46 Horz(TL) 0.05 7 n/a n/a (Matrix-M) NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf, BCDL=5.Opsf; h=25ft; Cat 11; E1cp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked fora plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load noneoncument with anyother live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (t=1b) 2=491. 7=511. 8) This truss has been designed for a moving concentrated load of 200.011b live located at all mid panels and at all panel paints along the Bottom Chord, noneoncurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 7 54 = PLATES MT20 MT20HS Dead Load Dart = 7116 in GRIP 2441190 1871143 Weight: 106 lb FT=0 ©xILY:6.hem Rmv01,k.tt,•blloAlmsIDl'NlEttrm'nitnllbtlokomotlf(RIOYFIrlunrllmeilmNWrrbm. rmarb9.ryuelx,od,nl.Wnwltiv4un Ntip[m.ip110P�welekblgl.E reMemeSlNNvex. 04v.Rmuhhlw4rtlW,ahblh,wnn• IYh,tA.IlAevelv6. mOM1A,e56 h.bntbtjnfpienlrm., SlMr}69Rmf11vd.es1110reP.wM1wnryR.mtllb Pd.viNOPwmrymwnuRSrybb4K.d M,rid.InnklikanblaB•F!,®b1I11.hYtgnw.gYwtlM9�waJbSviletilryNwdltiti�nt 1WUS LEE, P.E. Iueplzl6.�ivXemin,RfiryalM4nf.bPMv.OivNryolulh GiGl�eNm.vroemlvltl M.IICdvYCReIwtl YArap,eholMl.R.rypndvlPe RaWeihllmedXrlmtilNMb"6.yuont5b�R0elsno11ro0.ilAb6neynliSardRe4ibvp0.^iPe,:d #34869 IrtJrmx.11.ohtMnli IF1U9o111epsAv,¢I pieGndlblmlfmpf.ryselkkrylderueliwOnryp,E65e1Ei IPIxlSlau.lelemelb PwNli6me rill aehnhnpwtidAi,smlGk,.fOeim,R,inn,4p�hdp4pemwllrntWNNau,nk,v.Rm'nekR,tllYe 1109 C.A.] B., fNMo;rclep.inaig1Yo11mlinnolM 1Mtmt Nvyn[ol'v'ttitM%Relal6nrinipvn.Irw, SryRmfgmtllmgloll'e6 AI,gAilnllnneende(ntlblP I. BayNm Beatlr, fL ]3a35 fgpi9bST,llll lvltrwrbb'vlee,lf. tgmbiwdM1,EwmeW,Yoglowi,ydi'NIiMniMnyr.mfw LvmlllwllmuoblY+h.,rf. Job Truss Truss Type qry PIY Std PaG6510 El D A0474577 YSPVSfi510D C10 Half Hip �.i 1 1 p Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34a46 1.5Y Run: /.bea s Va a Lu14 Ynm: r,bUU s Ua J zu 14 4.00 12 Inc. wea reD 2x4 II 6 Dead Load Der. =7/16 in 4x4 = 3x4 = 3x4 = 5x6 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefi L/d TCLL 20.0 Plate Grip DOL 125 TC 0.99 Vert(LL) -0.57 7-9 >449 360 TCDL 15.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -1.02 7-9 >250 240 BCLL 0.0 ' Rep Stress Ina YES NB 0.46 Hom(TL) 0.05 7 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 `Except' T1: 2x4 SP No.2 BOTCHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-2-2 oc bracng. WEBS 1 Row at midpt 5-7 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7 = 932/Mechanical 2 = 107010-8-0 (min. 0-1-8) Max Horz 2 = 479(LC 6) Max Uplift 7 = -511(LC 8) 2 = 491(LC 6) Max Gmv 7 = 932(LC 1) 2 = 1070(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except whenshown. TOP CHORD 2-3=1992/1423, 3-4=1521/969, 4-5=1377/983, 6-7=188/269 BOTCHORD 2-14=1847/1988,2-15=-1909/1827, 9-1 5=1 90911827, 8-9=985/920, 8-16=985/920, 7-16=985/920 WEBS 3-9=563/792, 5-9=4491782, 5-7=-1113/1204 NOTES- 1) Wind: ASCE 7-10; Vult--170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; mrifilever left and right exposed';C-C for members and forces & MVJFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom. chord live load nonconcument with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it --lb) 7=511, 2=491. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconourrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 MT20HS 1871143 Weight: 106 lb FT = 0 II1MIY6.lbtlmMhnY.Ai Lltppl@M1i8LxL0{}8494RIN{(WMWYS(YSIOIIFI(6hk11{IDptlA061Y111'knl"YIYri�Pmi"sWMnlnx Rvl,mpnlPen`igllppfnEbYitleRn.4!eve4elk6rtne Nlmtkvduoolelo Mipp,t2lGlhmmM JUUUS LEE, P.E. • Ibindupkeul6MAYxk,N64,ImtA,{Ngvn Be.SpiAil%in41k"tlnxllpk,FlmLLxe%Imtlb P''tiNm{wgmm'trTlil"0,4ajttlL4tF(nNxlgiplw6,Npw11.�Nn Ail. Miyon,:{fmr,YOY%u6(nv,nldiryJtutllYtLm Nnitllf%uBe,q%N3.ryo:AeBnn,hpM,MkYN�pmuik Eilghvryn.udrm4tld6aM.MAGMbmkl.s`OtNtxl1111.MgpeNdYlppnlglvtivutl MlnµYiW",vlkNle4oAM.Y®ApinnlY®ydeAkleenyonlNrydllaWYi9lY+ilmm! #34869 .[ (n0ain. a�mtulnlY&NpnElk P%MInY P'lerm,tllk GdGp(s!n•tLhryldesefin Bl9 p1filetlBylBnlaan,domlM{ad1eY®a Ail@PmnMnynd&IinmlMatdfl,Imt Mtµe,,ImfWtye(ryvmnllmrt4mM1tlanxhn MneiuduShcit ww Beath R. 4mtl �Ax{gxYnMygolkmnmtl�d.lYim,qupfxiineisFplar"15o{pnrynslnnSpmGkxlro%LUJIy Nmjpeitd YnnmlefitluIDl, Boynlm Beady FL 33435 (MI^eMaAllliralltnxuffitlx,Pl Lgdni+dOn WmmµYo%4s,h1"M1tilel�AMnpinie,mtinhmn Ixllmus�bl'mleM1rf. Job Truss Truss Type Oty PN Std PaC/651O El D YSPVS651OD C11 Half Hip •1 1 AO474578 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 1.5: Run: 7.600a Oct 32014 Print: 7.600 s Oct 32014 4x4 = 4.00 12 Inc. Wed Feb 04 09:20:50 2015 Page 1 3x4 = Dead Load Dail. = 114 in u a 44 = 3x4 = 3x4 = 3%8 = 3x6 II LOADING.(pst) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Ina YES BCDL 10.0 Code FBC2010TrP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Shuctural wood sheathing directly applied or 2-2-0 oc purins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-2-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8 = 932/Mechanical 2 = 1070/0-8-0 (min. 0-1-8) Max Horz 2 = 431(LC 6) Max Uplift 8 = 496(LC 6) 2 = -505(LC 6) Max Grav 8 = 932(LC 1) 2 = 1070(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=1992/1521, 3-4=1538/1075, 4-5=1525/1095, 5-6=-408/237, 6-7=-315/290, 7-8=-942/871 BOTCHORD 2-16=1743/1985, 2-17=1928/1829, 11-17=-1928/1829, 10-11=-1112/1080, 10-18=-111211080, 9-18=111211080 WEBS 3-11=526/736, 5-11=-384/617, 5-9=957/1026, 5-9=172/275,. 7-9=-862/939 CSL DEFL. in goc) I/deft Ud TC 0.89 Vert(LL) -0.3011-15 >856 360 BC 0.73 Vert(TL) -0.5611-15 >456 240 WB 0.99 Horz(TL) 0.05 8 n/a n/a (Matrix-M) NOTES- 1) Wind: ASCE 7-10; Vul1=170mph (3-se nd gust) Vasd=132mph; HVHZ; TCDL=S.Opsf, BCDL=5.Opsf; h=25ft; Cat II; Exp C; End., 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=1.25 plate gnp DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) Plates checked fora plus or minus 0 degree rotation about its center. 4) This tmaa has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at joint(s) except at —lb) 8=496, 2=505. 8) This truss has been designed for a moving concentrated loadof 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight 120 lb FT=0 QnnBIY6�IMun.mph,.,a.0e'A 1 wmnLR9SfYun}6L4fln neme......n,,.el,reerpes.ml,Im,Nyrbr.Ip 1401ca MbFln,r Cldr,r.rvni Wru,a an,,.nvnu,NelrrneloD.*IWamrca, Inm,41bme1.,evminh.eN.dam,dae.1.r n6..4.layl.m.1lsvawvrmonr•,a,..ulw.misr.L,,u.....,.n.:rnomrnll.me.aPam.upnm,aq:nfwamo.ry,®wml nsiyn.yr nlml,.um.vuarur.emnlu,un, iuuus LEF, P.E. I.nuosm:rump,ae.nnnro.anca.bs.me.m.e.o.1.lanwln,q.,.:nrammnmrn[auCnruaule.e,r�r.aml. arnP.nnmrmo.e.rrm.,rnnas.ae�er:o-,.nr..,mm�me,mo-,denm.,.P.o�mramrw�x,ro„ge.ra #34869 (nl,.On. Alnlnub0i0rID0®aneP,m"ri¢leiaelen4lddef.e Lvrrsa3deh:I.namQn9We'b,ahlBml L[Im,elemeen,tterllihve nll aefinlMnyntilSi&tdaNs,d6eM,0rimn,ba,IrWe4p'emvf lrruYOAtl.v,.b,.na.ivl,&eleir 1109 Cooaal Bay Ln,nn.preeeyuir.mm 40,l ,i ,d 11,lnnM,p4prn'u fflld.e,Brae^<,.1nv5ryBaylrcelrrgNlp Wgneti,Ntunn., of.<LLm 1. Mr. Bead, FL 33435 (,AMONlln W In,vubPo,Lr,11.4PM'fi..Inh6me2,eeplw0.i, pNBtl.ihnnangmen�l,e.11 WTI— b.I Lr.It Job Truss Truss Type Oty Ply Std PaC/6510 El D A0474579 YSPVS6510D C12 Half Hip 1 1 Job Reference (optionap At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 4.00 I2 7.6005Oct 32014 Mi 4x4 = Wed Feb 04 09:20:50 2015 Page 1 3x4 = 4x4 = 314 = 3x8 MT20HS= 3X8 = 3x6 11 Dead Load Deff. = 3116 in LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Veri(LL) -0.22 9-11 >999 360 W20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.63 Vert(TL) -0.39 9-11 >646 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Ina YES MIB 0.82 Horz(TL) 0.04 8 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight: 116 lb FT= 0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP Nm3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3.8-9 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-2-14 oc bracing. MIT& recommends that Stabilizers and required cross bracing be installed during Wss erec8on, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 8 = 934/Mechanicel 2 = 1068/0-8-0 (min. 0-1-8) Max Horz 2 = 311 6) Max Uplift 8 = -383(LC 6) 2 = -517(LC 6) Max Grav 8 = 934(LC 1) 2 = 1068(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2038/1570,34=1715/1298, 4-5=-1653/1314, 5-6=-672/506, 6-7=-579/535, 7-8=907/868 BOTCHORD 2-16=1727/1772, 2-17=-1911/1873, 11-17=-1911/1873, 10-11=-1203/1189, 10-18=1203/1189, 9-18=1203/1189 WEBS 3-11=430/608, 5-11=446/634, 5-9=798/871, 7-9=-877/952 NOTES- 1) Wlnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Ops1; BCDL=5.0psh h=2511; CaL11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=483, 2=517. 9) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 10) "SemFrigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard rFIXlu6.n.xoamgn.w.ft M ON INA( OTIGmlmN l muomvit(OiioRM11llmeMEM11r l.. ri mnueunikmepa lblenme.ne:Md.mim,.hwuLa.ab 10005 LE�KF • pke, r4AGMlmamaM1YedL Netn��Nyei%in(wkF+diilq'vmLM1W..rNorep.w,.."pe+eailpLrrdoli.eil"thwaMryb M1myedtle�spXGn,hjNe.bNYdr.�mL M�iyn,nNus,Yelry,.f,'m,naelaTnlmaiti,un, leorylal(m1i..... dfA/aM4nn,M0.w',.mb,vtl%edu MYOYaINMn,Nt4ulenaNe NCNetlLN,lvdhY&rKat1111.Re%pnJaroelOBclryhtlo�eaMimttlWiyblb;9r,%e,YmR-fin..ee,up,lolYRe,lyuuW%drte4iXapp,pnnf 9C.DRI 4mm.nem,..WilldlMei vMN W., NWfq--%hN"UMtleryN.ear 1169pdf+trlEr1ga111Un,tle*d1d---W.mlleroniknw%Anwl MelddormlRyev,4n,hgel,ysnnl Lvu Xoelnv",m4,,.Rnmeh6tlye "lie nnol Boy [.Nnorvly.Nnd%M,rMNI VYM. M1rm,Ryorglni,XBl d,liLrml Nym.Ns,iprvmF%'wnho%Ir.NR Nmrde4xtl Nnnaniervd N1111., BppEm BeoA, FL 33435 leppyY&AIIIIIM ImutMmle51L IrpeNGeaM,tlnmm0.Ye%Iu.,i,r,VEtl.'oletln'nn B.d,tinN.Illdlm,„-fAnlglf Job Truss Truss Type Qry Plv Std Pac/651O EI D YSPVS651OD C13 Half Hip , 1 A047458O Joh Reference o tional At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 32014 Print: 7.600 s Oct 32014 MTek Industries, Inc Wed Feb 04 09:20:512015 Page 1 ID:zrKBM_XOg7aNEtHVMQGiHHzovLFfE7mhouXlitNIBVHI MOH2SXr7xdWvazCvJXwLQzoaAw 4.00 FIT 4x8 = 3x4 II Dead Load Dell. = 3/16 in 4x4 = 1.5x4 11 3x8 MT20HS= 3x4 = 5x6 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in poc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.17 8-10 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.3110-14 >811 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Ina YES WB 0.39 Horz(TL) 0.06 7 n/a n/a BCDL 10.0 Code FBC2010rTP12007 (Matrix-M) Weight: 108 lb FT= 0% LUMBER - TOP CHORD 2x4 SP N0.2'Except' T1: 2x4 SP M 30 BOTCHORD 2x4 SP N0.2'Except' Bl: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or4-10-5 no ;pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or4-54 oc bracing. WEBS 1 Row at midpt 3-8, 5-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7 = 931/Mechamcal 2 = 1071/0-8-0 (min. 0-1-8) Max Hom 2 = 348(LC 6) Max Uplift 7 = 469(LC 6) 2 = -531(LC 6) Max Gmv 7 = 931(LC 1) 2 = 1071(LC 1) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=1951 /1584, 34=-9851719, 4-5=-9031738 BOTCHORD 2-15=2027/1912, 2-16=-1732/1777, 10-16=-1732/1777, 10-17=-1732/1777, 9-17=1732/1777,.8-9a1732/1777,. 8-18=797/871, 7-18=-797/871 WEBS 3-10=0/341, 3-8=992/1017, 5-8=-304/562, 5-7=1073/983 11611t*-E 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf, BCDL=5.Opsf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope)and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) Plate(s) atjoint(s) 4, 6, 7, 2, 3, 10. 8,5 and 1 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) aljoint(s) 9 checked for a plus or minus 5 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=469, 2=531. 10) This truss has been designed for a moving concentrated load of 200.OI11 live located at all mid panels and at all panel points along the Bottom Chord, nonconament with any other live loads. 11) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Qxnxiv6.w�.nnn{ar,n:.mallamnuffiryurrlsnellnmLmXonmm(unounrymnlnmmmclunrw, mar+nnne.ln,rind.ln.m,l�n:oapee�,.ylla�iwness�ue,rtlnne.euniklonnrv. u:„�nn.i,ennaaalpo.e�ryaxl,...n. pee„bat.n.al.n.nons,.0 x.rn„wrgyinnf ,slrvtlryap«.Enna.allooapn.n..upcadlbpnn6.Inl:ninm�oaeAr l.uaaymmi.p,mneryt.Inmmo.h.awmL me,q.n,.nlf.,inrq�.sie,,uklsn.e.niM1rlm, JUWSIEE, P.E. (..Je16YamMilMiry eDWall.,MswMVMe.e9a11GMm1ee4n4mneMWJnI1CfeI1L�IvSIiFI W&WWfffDM5. WihM IIe&fiMyhlb¢eI..RNufml�Yaoige,imAet enlh®psblkrte,ryns]iSgsl p,PiYal U,yam1 #34869 (eoIMI. ewessslalb, aiOnaYe%gkneefPa,eesilelaAJmp(mperAi4ryltlnofiIRm P3f'nlarlll.iS6l urv�dnvmltc Rnnl pimm. nllaefinevnminsdelinmtlafiselnel,mRym,lmshvpfvpomvlinvYeolvlan, con Mnevkredlfe 1109 Cooslol Bay (mmeynagenunirvrylp0loilivimlyd trinnlm,LMmyleev M1vry NSfq Ylmpaaetam.m..NFmelallll. Boymm BeaRy fL 33635 (eIOYtl0IDI111MLnnrBrmtlu.IL bpuWn dill 11nWIL Job Truss Truss Type QN PIY Std Pad651 O EI D AO474581 YSPVS651OD C14 Half Hip B 1 1 Job Reference o all At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MITek Industries, Inc. Wed Feb 04 09:20:51 2015 Page 1 ID:zrKBM)(Og7aNEtHV W QGiHHzovLFfE7mhouXIT7NIBVHI MOH2SXn)xo4vVaCVJXwLQzoaAw -1-0-0 12-10-0 16-114i 21414 1-0-0 I 5-9-0 I 4-1-0 4-0-14 4.4 = 1.5x4 II 3x4 = Dead Load Defl. = 3116 in 4 5 6 4x4 = 1.5x4 11 3x8 MT20HS= 5x6 = LOADING(psf) SPACING- 2-" TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Ina YES BCDL 10.0 Code FBC20101TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 20 SP No.2 *Except* B2: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 4-3-7 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordancewith Stabilizer Installafion guitle. REACTIONS. (lb/size) 7 = 934/Mechanical 2 = 106810-8-0 (min. 0-1-8) Max Harz 2 = 307(LC 6) Max Uplift 7 = 462(LC 6) 2 = -538(LC 6) Max Grav 7 = 934(LC 1) 2 = 1068(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=2038/1592, 3-4=-1245/965, 4-5=1115/987 BOTCHORD 2-15=1694/1644, 2-16= 1797/1870, 10-16=-1797/1870,10-17=1797/1870, 9-17=1797/1870, 8-9=179711870, 8-18�6911740, 7-18=6911740 WEBS 3-10=0/300, 3-8=817/871, 5-8=437/554, 5-7=1026/978 3x8 = CSI. DEFL. in (loc) Well Lid TC 0.96 Vert(LL) -0.25 7-8 >999 360 BC 0.90 Vert(TL) -0.46 7-8 >557 240 WB 0.73 Horz(TL) 0.06 7 n/a n/a (Matrix-M) NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) n This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except (t=1b) 7=462, 2=538. 9) This truss has been designed fora moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASES) Standard PLATES GRIP MT20 2441190 MT20HS 187/143 WeighC1091b FT=O% xamB.rmnm.11q!i.:.ma1wa111mmr�euRo�umvsltPiomo.5mnoufrtronillmcaimaaumI.nrrtarkrvp�M!r,nl.in.mlm!wya..:IPuammu:!In.itelnw!v!al!enn w!!nmanua!I.a.mo..rylelna..n. IUVUS IEF, P.E. ihM!E!AYwIb0, 1006YnH b.Mi0.!y FgMn( fp,iM1ll,prvlb"d!!n1104,rp!w!ungwuibPtlniwJnle,vryny,!ARryb M14,g4M,ilM1 lm!kpkl.MfiO j.ublot.IYYy!n!of.BYly,nf0.!!,uil!YSry.I."tliMl,ni In NltlGilh Yn!P!!llJla!40w.M1Yr.11!Jb,vN,ynwMbNgWynr.sM®old0!IICkO[I1!�NGlohellRl.Wgyntl!1®!NOalgrnllwtlb!Imtu&1",gktla;Yuge.iW6,nnIJP®e!�MMnrynuli4�tlM1WYn Mjn!nl fi34869 [mOmin W,oM1UXWiPe1W.1M1p¢Iieutl Pdffm!!dMldfrylgw9lohrylAmmAwPP6OWlf!Yl Mlflmreamrtl!rstllo!imdlilm!. IRIERunhmPN&finMEXv!dM1lnn9rupn,Bnt A!'p LpMnll,m YwlnaµnYnMnnul!rmtlll! 1109 CvoiN Bnr 4neml!artluMbe,igM!BP!�nnYM hlmi0.Jp LluallfNMIW!IDeuPnanntpbmlq'umfvglomR IA gIYi!!rinnm!nMidYO1. Nyp Bead,B 33435 (!ry!ptl0allllbllwv:bmlu,/E te14eY4k!ImmgYglmi i!pA'4e1.iMnAluinen!ikall W Imu!.6fn1!411 Truss Type DryPVS6510D rYSC15 Common , -2 1 A0474582 Job Reference o Tonal At ROOF TRUSSES, FORT PIERCE. FL 34946 1.5 Run: 1.6ou s Oct 32014 Pnnt: 7.500 s Oct 32014 MRek Industries, Inc. Wed Feb 04 09:20:52 2015 Page 1 4x4 = Dead Load per. = 5116 in 6 R 316 = 5x8 = 4x6 = Plate Offsets (X Y)— (2:0-3-0 Edge) [4:0-2-0 0-2-4] f6:0-0-0 0-1-71 [7'0-4-0 0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.38 7-11 >672 .360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.67 7-14 >382 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.29 HOrz(fL) 0.06 6 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight 91111 FT=O% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* T2: 2x4 SP M 30 DOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Right 2x4 SP Nm3 BRACING- TOPCHORD :Structural wood sheathing directly applied or 3-9-7 no purtins. BOTCHORD Rigid ceiling directly applied or 5-6-4 oc bracing. MRek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6 = 939/Mechanical 2 = 1076/0-6-0 (min. 0-1-8) Max Hom 2 = 114(LC 8) Max Uplift 6 = -395(LC 7) 2 = -521(LC 6) Max Grav 6 = 939(LC 1) 2 = 1076(LC 1) FORCES. (III) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=2041/1882, 3-4=1524/1348, 4-5=1521/1345, 58=2006/1833 BOTCHORD 2-15=131912032, 2-16=-168211881, 7-16=1682/1881, 7-17=-1625/1841, 6-17=1625/1841 WEBS. - 4-7=449/626, 5-7=-525/676, 3-7=5537739 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcume it 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 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 6=395, 2=521. 8) This truss has been designed for a moving concentrated load of 200.011b live located at all mid panels and at all panel points along the Bottom Chord, nonconcoment with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. . LOAD CASE(S) Standard R[lW6. rin,rmauagrr,:.mrll UGHI I'MRWax 1106r2udnM5116 WI nualcammFNFIrT... mare`q.1.Wv,drNanwmuLo,4eupeo.I,IP4hdnymlre,l£ltlmaeunllebr.0 ukn.mv.imm�emd,mo..ryult,imau µin,saNw.ar.m.mor.a„aae,u.,:d,inE�r.rrr�,fr,iay F.r,.Fyn,.m..rao,rr.con..olw.nm,rm,,;,amine:;,,,pdaaM1me.og.am.,:p, m,:errora. m.too.ry..mint:lnlr,q,a,,..rn..r,l.yrrmm.,.,,u.wBr.,.aa:,u„. JUWS LEE, P.E.bola�ligh%en,p„aXYran,4ne.maarr.m4vp,gml.rY earl'.W..umertmmWR,ncnotnl.J lmNlrkr®am1.a.11.1'a.3o,oeol mN,uam Tin, idutvlek!xruorgS:,Wmr.dL®v.aorMm„eyo,akbr I% k3rnlN,iµ. d ti34869 a'4W A1.MsM.mullrTMoa rkp.p &wlpi:rmaih Eaa.N[.ga.MfO.ryla.raS. RNI Ivuwr ae. TfrlaeM1nnmly,dSilv,ddAldt.lrmOrryrpLm N1. 1109 C..n.I B., rwEme®eelgw YnEiglY.akrenunera. 11e 1miNt¢GliomisNOtme rilSMM,ipv.mnSpnm llwr f rg U., aY.,,i Wersmn L•I:d'nlnl. Boymmn BeaA,n ]]635 rnrNuomiuurnm.wrar.,n elanmeam,e.row.:..lm..:r+se<e.wn.rm..p.„,,:no.mronrw,m-m.,l.rt Job Truss Truss Type Qty PIY Std PaG6510 EI D A0474583 YSPVS6510D C16 Common 2 1 Job Reference o lional At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 4x4 = Inc. Wed Feb 04 Dead Load Dell. = 5116 in 3.6 = 5x8 = 5x6 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.86 Ven(LL) -0.36 8-16 >694 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.68 8-16 >371 240 BCLL 0.0 • Rep Stress Ina YES WB 0.29 Horz(TL) 0.06 7 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 91 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER BRACING- TOPCHORD Structural wood sheathing directly applied or 3-9-13 oc pudins. BOTCHORD Rigid ceiling directly applied or 5-6-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation oulde. REACTIONS. (lb/Size) 7 = 926111slechanical 2 = 106310-8-0 (min. 0-1-8) Max Horz 2 = 118(LC 8) Max Uplift 7 = -389(LC 7) 2 = -516(LC 6) Max Grav 7 = 926(LC 1) 2 = 1063(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except whenshown. TOPCHORD 2-3=1997/1849, 3-4=-1480/1316, 4-5=1476/1311, 5-6=-1881/1736, 6-7=1286/557 BOTCHORD 2-17=-1303/2033, 2-18=-1660/1840, 8-18=1660/1840, 8-19=1528/1738, 7-19=1528/1738, 7-20=768/670 WEBS 3-8=-555/736, 4-8=418/597, 5-8=465/593 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; End., 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=1.25 plate grip DOL=1.25 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl 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 behveen the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=389, 2=516. 8) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconarrent with any other live loads. 9) "Semi -rigid pitcbbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Q/WIIEWIVE 31fiemillowt KIIafW1111gP'eseee'W'n4.11 be rn50ei}Rni11NPw1W 66, 1µ121ela,ne9nl Wl— WelleM1vda ss.A. 0,ah WLr,veee0e, SIft 6$Lf P.E. rMJtlYM IN Mluftlss ( eLneMptgwnly`fMllq®}Nutlas1110,gnMumpb Atl•�tlnmdepuiingm,3511464yi6,njetme4pe¢InplOoMr,d,all.M16y, nvglwl Yery,nfYe,,yuJdrynym AR,l,m Nellil6gbMnyn TErydN 0—, is, Omiee6ssuMsee Yd(a10.ym,YWemnItl411CO3a[,Mblk-0alWe W Mt be gpnE M6,nA nl M Were 0 see Inµ Wiq�eWggnhleMWhviB,6lYRe,npesbe,4A, WYa1 Ma,n W 1/34869 (Wss Al..W,diee lofaIWIA11µ11411spdlb lolls(N>•m4Lryleln�tio(ISOF11ile1hln Msltlueeelumul bleemloW+ne. nl l le6nllunPanses adldirsabMsOeyoµ LWDfW 11 nW I"unMngnYne FiM&k hl 1109c.,WIBoy fµbNoyshN Y w1s,IYOAI,Rni,*4 NT., deip[ghee is Mdle W ,0,n en.T..I,o fgleeebgba4l N WIiW eeµmmM 4b lal. Boytm Beatly IT 33435 (gI�IIY®RIIII IM[P—M,e Iµ1L Igdd+,dditlnngYglvq Is lnWtl•iMnAolminiM1n 11 W Imue-Me lµ 11 Job Truss Truss Type Oty PIY Pac/6510 El D YSPVS6510D C17 Hip , q 1 �Std A0474584 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34945 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Wed Feb 04 09:20:53 2015 Page 1 4x4 = 4xe = Dead Load Dee. = 3/16 in 4x4 = 5x8 = 3x4 = 5x6 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.80 Vert(L-) -0.1810-18 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.3910-18 >642 240 BCLL 0.0 Rep Stress Ina YES WB 0.21 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code FBC201 OrrP12007 (Matrix-M) Weight: 97lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc purins. BOT CHORD Rigid ceiling directly applied or 5-7-7 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss ere Gion, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8 = 929/Mechanical 2 = 1060/0-8-0 (min. 0-1-8) Max Hom 2 = 103(LC 8) Max Uplift 8 = 405(LC 7) 2 = -531(LC 6) Max Grsv 8 = 929(LC 1) 2 = 1060(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD -- 2-3=2082/1870, 3-4=-1698/1484, 4-5=1574/1462,5-6=-1636/1441, 6-7=189711703, 7-8=1 1391591 BOTCHORD 2-1 9=1 173/1680, 2-20=169211926, 10-20=1 692/1926,10-21=116511533, 9-21=1165/1533, 9-22=150311754, 8-22=150311754, 8-23=732/685 WEBS 3-10=402/563, 4-10=1591305, 5-9=90/321, 6-9=-2761378 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.0psF h=25ft; Cat II; Exp C; 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=1.25 plate grip DOL-1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=405. 2=531. 9) This truss has been designed for a moving concentrated load of 200.011h live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard QX41AIY4dFxnum,1,min WA I100l nuffiLS[M11RadUIYft6a,mo,q oi.m,(M� nenrbFlega kh—LIkb 6Mu.Mdv 1.1n1 foDl*Mid. rkbnlr06n,11ArNabYrrlS fulnnhvpkrmn� fpiiryhjnn}Mutloep N9nBnmumnruJ6rr.Y,JnInl�MmpiYL11n64uptllkullJmrhribinbRIDwry.ni„InL Nkignury�lbdl�nifmlmlJiryMwJM1,lmr 1UVUS LEE, P.E. IvglN6nlhX...... tlXrOn:,bYr®lednvdrperlvlbkllg0.ym.YbnmliM1IKMI1CMbflbLralnNM111 I.N,PddPr Ra434869 (NMrI. YI r4nvlydklYIDanlM1rmirseiPlefontlQrlMnlM1NntlM1eryWvvtl"nBryIMLkIMIn Nflam NermMWpmdnibvr. all d,ImhiniaaliN,nl hli,dneMaRxpn,Iml0.apfrjmvd4m4nhtvµnXurOerivkre4Mr 1109 Cwtld Bar !NWgalrnrunAglYnpAnmM1d M1inu0.tiphl'vrvhYn OrfnNl0.ymnlnnlY,he ONevlvgkdbf NgAoirtlbmvrnrFeNolnl. By wBevd FL 33435 LIInIh6AllrllYlnm•b6n1411 I,FNutrtlti,lmM,igluv, i,EJI'n,b[kvnraurn,tl„�Ben41 W Imur.lkvlgrt Job Truss Truss Type OtY PIY Std Pad6510 EI D YSPVS6510D C18 Roof Special 1 1 A0474585 ,n, e Job Reference o Tonal Al KUUY IKUSStb, FUKI PILKUt, -L 3494E Kun: l.uuua UM 32014 4x4 = 4 4x4= Industries, Inc. 4x4 = 09:20:53 2015 Page 1 Dead Load Deb. = 3/16 in 4.4 = Sx10 = 3x4 = 5x6 11 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Ina YES BCDL 10.0 Code FBC2010TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.2 *Except* Bl: 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER BRACING- TOPCHORD Structural wood sheathing directly applied or 3-7-9 oc puffins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8 = 930IMechanical 2 = 105910-8-0 (min. 0-1-8) Max Horz 2 = 101(LC 6) Max Uplift 8 = 407(LC 7) 2 = 485(LC 6) Max Grav 8 = 930(LC 1) 2 = 1059(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2116/1915, 34=1717/1491. 4-5=1787/1598, 5-0=1728/1580. 6-7=1866/1587, 7-8=929/520 _ BOTCHORD 2-1 9=1 12811688, 2-20=174211962, 10-20=1742/1962, 10-21=-1649/2040, 9-21=1649/2040,9-22=-137411712, 8-22=137411712, 8-23=-747(/30 WEBS 3-10=426/567, 4-10=-721/890, 5-10=694/693, 5-9=373/306, 6-9=104/318 CSI. DEFL. in (fee) Vdeft Ltd TC 0.75 Veri(LL) -0.2010-18 >999 360 BC 0.92 Vert(TL) -0.4110-18 >611 240 WB 0.34 Hom(TL) 0.07 8 n/a n/a (Matrix-M) NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;GC for members and forces & M WFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except aNb) 8=407, 2=485. 9) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASES) Standard PLATES GRIP MT20 244/190 Weight: 94 lb FT=O% narts.rwix.ih�,,:.ml.l rurmmsry1u11amunmu®wmunmourlrynr7suonmaWrrr.nmare�o�Qm,.e,nr.w.m,1.n,odap,•4Po-A.rm�rnrinre..,swM1s,.. oM1n,:m.b,m,l.mloq.h uln®m. • p,.,,e.o M1,mr.mrtnn M1,sari.Im,m�Mm4.•.fn�^Irwlow..rmo�m,,.n..nrb.do,ra.n:a.i..w.,I,wanr.e,+,dsdM1,N.Im,y:.I.wloo.h..mml.M1M1:wnreN"�M1dy,.w�.,aixpre.aa,un, Julius PAP f.glilSghNgp,�tryaM1Bnv,M1O.vf,NMvdpWxM1M1dfp Mjur,YMamWiNllCblr[,aeNYMpa4,.EmLM1gpnia1M140a1mlh4mtlMlms.AlgMi4augr,vM1hmolhoBYeOYRueWNirydP, MLipCniru,d #348674a69 rM1..BKYnu1,dM1M1NOHMp timmintl,fi,WM1I:ZfsOrgeeabery W"mti,rdllBNrblgmmrSttlund,mvdM1,PMrd.n114M1nbny„diN,.11bi,alYlm,On'pn,GmOrm OpiwslLm Boretan, sYu,Rvriv4ktlir, 1109C .l Bo1 LMM 1ePnlerYniglrolpfin'vran6 M1lnn0.yf 1p'.nai,B016 WSpOrupn.lnnfnnefejonlvgl,'ery NgLe6ttl Wn.,n Watliml. Boy0w Belly rL 33435 Igr^IxnAl11r141rnw.lfila,lE Ip,bfudN,Imd,YgY.i,rWdiM1anM1lnpwni6r11 W Lnu,�ffivin 1L Job Truss Truss Type DtY PIY Std Pac/651O El D YSPVS6510D C19 Roof Special Girder , 4 1 AO474586 Job Reference (optional A7 KUUF IKU65tb,YUKI PILKUt,FL44e4b 4.00 12 Run: 1.60U S Oct 3 2014 Pnnt: 7.6W a Oct 3 2014 MITek Industries, Inc. Wed Feb 04 09:20:54 2015 Page 1 4X6 = Dead Load Deff. = 7116 in 3x6 = "' _ 4x6 = 3x6 II 3x8 = LOADING(psq SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Ina NO BCDL 10.0 Code FBC20101TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP M 30 •Except• B2: 2x6 SP 2400F 2.0E WEBS 2x4 SP No.3 *Except* W3: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or6-11-8 oc bracing. Mi-rek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1300/0-8-0 (min. 0-1-9) 7 = 1851/0-8-0 (min. 0-1-9) Max Form 2 = -77(LC 7) Max Uplift 2 = -612(LC 4) 7 = -973(LC 5) Max Gmv 2 = 1300(LC 1) 7 = 1851(LC 1) FORCES. (to) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=2842/1215, 3A4 256711120, 4-5=4940/2343, 5-6=450212098, 6-7=4661/2255 BOTCHORD 2-20=753/2043, 2-21 =1 10812643, 21-22=110812643, 12-22=1108/2643. 12-23=855/2272. 11-23=855/2272, 10-11=-844/2256, 10-24=2082/4499, 9-24=2082/4499, 9-25=2033/4396,. 25-26=2033/4396, 7-26=2033/4396, 7-27=2026/4384 WEBS 3-12=308/300, 4-12=-103/416, 4-10=1468/2968, 5-10=-1808/941, 6-10=620/176, 6-9=543/1466 WO= CSI. DEFL. in (loc) War L/d TC 0.93 Vert(L-) 0.36 10-12 >740 360 BC 0.63 Vert(TL) -0.67 10-12 >393 240 WB 0.67 Horz(TL) 0.10 7 n/a n/a (Matdx-M) WEBS 3-12=308/300, 4-12=103/416, 4-10=1468/2968, 5-10=-18081941, 6-10=620/176, 6-9=543/1466 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsh BCDL=S.Opsf; h=25ft; Cat II; Erp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This buss has been designed for a 10.0 psf bottom chard live load nonconcurent with any other live loads. 6) • This buss 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 1b uplift at joint(s) except Gt=lb) 2=612, 7=973. 8) This buss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-dgid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1172lb down and 545 lb up at 17-6-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) 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 PLATES GRIP MT20 2441190 Weight:109lb FT=O% Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plo Vert: 1-0=70, 4-5=-70, 5-6=70, 6-8=70, 7-15=20 Concentrated Loads (Ib) Vert: 25=-983(F) r anus.rm,en,.Prt,,,:.ro.�uraormrsmislwr7,uwunmllolnmmsmnourrrunnrmonuosmvri.m. marwnlm�m,r,nlw,.rti,u.,,o^�lo..ypouMmhsnla.rtm,,..uMYa,n. u.^nw.M1wel.neloa..ry um,e®,e, f.,,ue.mol.mmoew..nr,.Im,aarvlm.,,N.4m+drr.w,.1M1n+..rloo„I,e,.nv.vre.edM1n.uv:awe"b,.,!^dla(I.M1a,bam,:FamW:.lnal®.k.wml. IwnuF"„•PM1ti W,.sRn,.aeud,rm.,lmn", JUUUS tEE. P.E Ivglinblbnempe,3i4rydNOnv,1YAW„gbmq.yeLlb4iSlpK+tYWrva"Id NOCde04nvlMWsluEe.ImL RqP^ddMNOMg4,YmdtleMvtldierl�vLvm,le,i,hlaivv14op1A4bnWm}Iardh40fielhj,vvl #34969 (nOm.lOnh„x,aliMNDvtlMpMvnvlpil,MdM1fAfsr(gaaW,ryltivm6vP6pldfdellrRlM9tlm,nvmelYlndl�e.11lltef h,e,InuEErin Mlannl,hlmodp^,M,w,pl.yoea Ml,w MM,4"q^h,eA„mehNalre I109 eooslel B, (nmm10"bp4.iglr o011N11I,1,4 N Lm N* t.,-HAW n. W16rb„T vinu$ryn 1pumty wld+4 mWao4tll<,nneJ,6tlilm 1. BoynM Beady R. 30435 ren,ytl9nI1111,J lmu.h4nle5rt Igtlb,dnbi",nv,ioglvv,FphtiW dMnEluFvnuhnll LJlmus-hbav, It Job Truss Truss Type Dry Ply Std Pad6510 El D YSPVS6510D C20 Common ,1 1 A0474587 Job Reference o tiona9 Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 32014 Print: 7.600 s Oct 32014 MiTek Industries, Inc. Wed Feb 04 09:20:54 2015 Page 1 ID:zrKBM_XOg7aNEtHNOOGiHHzovLF3ppvJpw01 ONy9eDsiUx_f59NO8il6_LecHlaylzoaAt ' I I 2--7 17-6-0-1-0 9 -0 31M9 L7 A7 1.5 4x4 = Dead Load Defl. -1/8 in 3x4 = 5x8 = 3x6 = N d LOADING(psl) SPACING- 2-0-0 CSI. DEFL. in (lot) Vdeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.18 7-11 -999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert( I-) -0.33 7-11 >633 240 BCLL 0.0 Rep Stress Ina YES WB 0.22 Horz(TL) 0.04 6 n/a n/a BCOL 10.0 Code FBC20101-rPI2007 (Mabix-M) Weight 731b FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-5-7 oc pudins. BOTCHORD Rigid ceiling directly applied or 6-3-12 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation aide. REACTIONS. (lb/size) 6 = 786/1VIechanical 2 = 88310-8-0 (min. 0-1-8) Max Horz 2 = 88(LC 8) Max Uplift 6 = -331(LC 7) 2 = -442(LC 6) Max Grav 6 = 786(LC 1) 2 = 883(LC 1) FORCES. pb) Max. Comp./Max Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=1622/1507, 34=122511093, 4-5=1226/1094, 5-6=1629/1514 BOT CHORD 2-15=909/1456, 2-16=1328/1497, 7-16=1328/1497, 7-17=1336/1505, 6-17=1336/1505, 6-18=-109211478 WEBS 4-7=358/497, 5-7=438/575, 3-7=429/566 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.0psf; BCDL=5.Opsh, h=25ft; CaL II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL-1.25 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live toad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=331, 2=442. 8) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASES) Standard r,uv s.w�.b1WUS tFE. P.E. #34869 1109 Coanm B., en.v VW:`a9 :w gapb 4 m M, bydai101i 19er WWOM„y 19m Sry 1bmam 10,giW�+bmm�la.Naml.eofmm� BeodyR 33assrmeaexun r.nm,,.bwtyri en,mv.an,a.0a,:.b.:�+ree+m...;,�:e..nrrtm,n.a�nlna '*n—� Job Truss Truss Type Qty PN Std Pac/6510 Er D YSPVS6510D C21 Hip Girder 1 A04745811 Jab R fe rice (colonel) ny nuur I lxuaoeo, umf ncn'., r,- .w t, Hun: r.bou s Ott 3 2014 Print: 1.6W s Oct 3 2014 MITek Industries, Inc. Wed Feb 04 09:20:65 2015 Page 1 ID:zrKBM_XOg7aNEtHWOQGiHHzovLFY?NHW9x2ohVomoo2GBSDCIi CM3jPpogxVBVBzoaAs 115-0 -1d0 3-0-0 49-0 6-1-0 6:1911 -0 e-e-0 10.1-0 70.7-7 12-M 14.6.0 17-fM 1 1-0-0 I 3-0-0 1-9-0 1<-0 0. 7 1-A-0 I 1�-91 14-0 1-9.0 3" 4x4 = Dead Load Defl. = 118 in 7x10 Mi20H � 4 6x8= 3 16 6x8= 7 7x10 MT20HS-- 4.00 12 5 41 3x6 41 7419 3 3 8 II 15 1 jIm 2 1 21 I T B1 B2 F l 35 26 36 25 24 37 23 38 22 39 40 34 2x411 7x10 MT20HS=7x8= 2x411 4x4= 3x8- 3x8 = 3.0-0 6-1 -9 10.7-7 14-0-0 17-3-0 34]-0 3-10.9 3$-13 11n.9 vr�n Plate Offsets (X Y)- 13:0-3-8 Edger r5'0-2-12 0-2-11 f12:0-2-0 0-2-41 rl9'0-1-12 0-2-ll 120'0.3-8 Edbel r21'0-1-6 Edge] r24:0-4-0 0-4-41 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (roc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.27 23-24 >783 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.40 23-24 >523 240 MT20HS 187/143 BCLL 0.0 Rep Stress Ina NO WB 0.33 Horz(rQ 0.07 21 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight 118 lb FT=O% LUMBER- TOPCHORD 2x4 SP No-2 *Except* T3: 2z4 SP M 30 BOTCHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-3-6 oc purins. BOTCHORD 'Rigid coiling directly applied or9-11-10 be bracing. JOINTS 1 Brace at Ala): 11, 6.17 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 21 = 829/Mechanical 2 = 92910-8-0 (min. 0-1-8) Max Holz 2 = 89(LC 6) Max Uplift 21 = -396(LC 5) 2 = -519(LC 4) Max Grav 21 = 1711(LC 29) 2 = 1747(LC 22) FORCES. (to) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-32=5206/1061, 3-32=5085/1063, 3A4 2477/564, 4-6=2477/564, 6-8=2477/564, 8-10=2477/564, 10-11=24771564, 11-13=2477/564, 13-15=2477/564, 15-17=2865/672, 17-18=2865/672, 18-20=28651672, 20-33=-5197/1096,.21-33=5228/1095, 3-5=-2395/525, 5-41=-2354/532, 7-41=2336/533, 742=2284/546, 9-42=2267/547, 9-12=2226/573, 12-14=-2226/576, 14-03=2267/556, 16-43=2284/559, 16-04=2337/551, 1944=-2354/557, 19-20=2395/553 TOPCHORD 2-32=5206/1061, 3-32=-5085/1063, 3-0=2477/564, 4-6=2477/564, 6-8=2477/564, 8-10=2477/564, 10-11=-2477/564, 11-13=2477/564, 13-15=2477/564, 15-17=2865/672, 17-18=2865/672, 18-20=2865/672, 20-33=-5197/1096, 21-33=5228/1095, 3-5=2395/525, 5-41=2354/532, 7-41=2336/533, 7-42=2284/546, 9-42=2267/547, 9-12=22261573, 12-14=2226/576, 14-43=2267/556, 16-43=2284/559, 16-04=23371551, 19-04= 2354/557, 19-20=-2395/553 BOTCHORD 2-34=1048/4929, 2-35=-1050/4931, 26-35=-1050/4931, 26-36=1074/4829, 25-36=1074/4829, 24-25=1074/4829, 24-37=-962/4622, 23.37=962/4622, 23-38=-962/4622, 2238=962/4622, 22-39=1017/5033, 21-39=1017/5033, 21-40=607/2854 WEBS 3-26=56/389, 3-24=377/87, 8-24=50/808, 15-24=-190/282. 15-23=141782, 15-22=87/515, 20-22=591339, 11-12=202/876 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless othe_nuise_ indicated. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Plates checked fora plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) 21=396. 2=519. it) This truss has been designed for a moving concentrated load of 200.01b.live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 93 lb down and 59lb up at 3-0-0, 42 lb down and 27 lb up at 5-0-12, 42 lb down and 27 lb up at 7-0-12, 42 lb down and 27 Ito up at 8-9-0, 42 lb down and 27 lb up at 10-54, and 42 lb down and 27 lb up at 12-5-4, and 93lb dawn and 59 lb up at 14-54 on top chord, and 431 lb down and 11 lb up at 3-0-0, 205 lb down and 10 lb up at 5-0-12, 205 lb down and 10 lb up at 7-0-12, 205 lb down and 10 lb up at 8-9-0, 205 to down and 10 lb up at 10-5-4, and 205 lb down and 10 lb up at 12-54, and 431 lb down and 11 lb up at 14-5-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=70, 20-21=-70, 2-21=20, 3-12=-70, 12-20=-70 Continued on page 2 Concentrated Loads (lb) r{mn6.M,r Raeetlhu,bn('uloo{1Nfy5Iy11FIlr11f1u B10 r MMIMMI5MNWIIronrWeomlouwll'I.n.InVreWePmd,u"tnaalnngnlm,o,6ponry POPMnrbinl<sul,lumr YnlYbeuu OAmecdr,Amrn MloA. Wrurta,®non. p.,,udl.,"eo-mloomb..al,a,,.,ml.ln�„f•..tp'+rr LY:ml.."+•.Poo�rr.... �l�us.ar,w=I:.w,ry.xrndm b,geammyam.ly:al.aloo.h.�,lnl.lxap.,wralry,.rm.,,adaryr.mdmn.,, iuuu'LEE, P.E. I.grSrelBMmpnirndBeo.,v,bO.oeitnANurlgmlelh LYrl0.�ir.r,YtlramvlJlfrliCYIN,MWY6if iuYr.1111 I. Mgyndeg. MD., tlrud511mt\lulykp�gym9v,bM9YeulYVLddY6neYr,iSnl dbrbYlel0.Nu,e1 #34869 I.... 11.1-Imii M1Do WE ry..l p4A.,d&,&.Y[goeONrMl"-I-FRWu&d4IN-'fYl m,deeudb,lmtlldb+r.VIlE,reaMnye,SM¢ul14i da,tun0.,i.q4nt0.JI.4ry,veylmtY.mMan,mhn.lndmh0.dY/. 11p9 CootNl Boy fuMopeer,psneal I, d p ,WWY4RIm,P,pFI+.kYolNlifa NIWv Ims$SVUq-WMVkn N WdA era u.% 4640111. Bmynlm Be.A,n J1d35 Lm'gtlOR11111JIn,vibnlMlL 4pbsJdi, Lrmd,iurlg6rSSId.YYnnbnl"e„�Y.n W Imm-bintalE Job Truss Truss Type Qly Plv Std Pao/6510 El D YSPVS6510D C21 Hip Girder i, 1 1 A0474588 I Job Reference (aplianap Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Ina Wed Feb 04 09:20:55 2015 Page 2 ID:zrKBM_XOg7aNEtHWOQGiHHZOVLFY?NHVVWohVomoo2GBSOCID(W Y3_rPpogxVeVBzoaAs LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 26=-19(F) 24=11(F) 23=11(F) 22=1 g(F) 12=2(1`) 32=3(F) 33=3(F) 36=-11(F) 37=11(F) 38=11(F) 41=-2(F) 42=2(F) 43=2(F) 44=2(F) A.a]Lp tLmme.vMlWg.nloMbY,npolni.4n,hip4I.nfl..M+dTlq,ny b„dadw100ip,ww.oryn,tl M1l,In dm+wYn,p.Wpbb6,dMl00wh.wb1111.1Y6 RAAg bfqx,m.im1WUS P.E.W,ihopDm,hO.l,.pbmN.IpwM1bqNblpW.wl1L Nry.,U..dNTo" Adb-d-MMbn"Modlob"lard.. 4 Al." MVIA d4mnm...wvlbdwj1M46.T—D.*,Tm,II09 CM.lBo inlry,A,al,YuWr40.oRd, NyfY.kNIle,4LiqMngov.T..fl"lopod.lg4L AWAM..-.drl4wq 1. loyAm Bec�,R ]]4]] IpvtlOT1111Id! Mu4.1n 141! Igdns dlnnddi M ldohr M.I Mlmpd,rhxll WM—hAnlµ1L Job Tmss Truss Type QtY Fly Std Pac/6510 EI D YSPVS6510D CACORNERJACK 18 I 1 A0474589 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL M946 Run: 7.600 s Oct 3 2014 Print 7.600 s Oct 3 2014 MTek Industries, Inc. Wed Feb 04 09:20:56 2015 Page 1 ID:zrKBM_X0g7aNEtH WOQGiHHzovLI OCxfkVygZ?dfOyNFgv_SNW02yW LaxGx3bEhl dzoaAr -14-0 0-11-14 1� 0-11-14 LOADING(psl) SPACING- 2-0-0 CSI. DEFL. in (roc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.00 6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Ven(rL) -0.00 6 >999 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 HOR(fL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight 7lb FT = 0 LUMBER - TOP CHORD 2x4 SP No.2 GOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 0-11-14 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed dudng truss erection, in accordancewith Stabilizer Installatlon uitle. REACTIONS. (lb/size) 2 = 18910-8-0 (min. 0-1-8) 4 = -10/Mechanical 3 = 31Mechanical Max Harz 2 = 61(LC 6) Max Uplift 2 = -185(LC 6) 4 = -10(LC 1) 3 = -2(LC 8) Max Grav 2 = 286(LC 15) 4 = 109(LC 14) 3 = 61(LC 13) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7.10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4.3 except at -lb) 2=185. 7) This truss has been designed for a moving concentrated load of 200.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconwment with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard •nxix6.nnubvnnn,N.ih'1110IFTI ifllIRIOmITIM&axom[MsfMOYIgIMfUmeTf06Wfxrl.rtbdfleiy,p�.eln,eA,nldn.Itiammulp pv,Iq POPnEbklxln,u.W—.LIk6nen. 64n,mdn arum a No.,oM1lfld,u. IYm,aax.uel.m.menk.ml.4.Irtn Aynigi,(u.,fr�arcr,jsnhlkwan.rmoim�^o..igl..a6ra.,�aa.rm.kln,p„snrr M1e.Woo.uWu",Iq:mnaloo.h..rml.lkbv"�pnWeSsy,:fiksryrn.mlS,un, JWUS LEE P.E. VIrilSrwn.n,p,idalNmann,yp.N, e11pe1gnleik nJWoayn.Ynrmmia.nea,nl,mYlhifil�m,nlnl1.@grniJa NOnlnrrW.unn, ImltlehlbfayY.gt N,M minuoadko,inlnulLrmbkiY+I r�Rnn! #34869 rnu,n.. n.unmrkmlwnemr.k,aloe,knmlkl,nrwfw+.nfm,nweemn Ao�llnlm,flrinmsw.,�...11„r..11r.,.rule,e„a�,vnaavn,.aa.,amr.ikure.nn,hw=ueoe,.atm,w.n,o.n.agn..aeaaa [ee.Iq.,1.PYn'tiglldlNv, hnM1LL Rlmsk,plgLoi,pMu,lililhu{n.InuSN..4®etrogl3frb Nwad,dmnnalentliogl. h, 1m emkHoc=l Bar Boymm Beabi, H. 3343S fryripb LAl1111n11n,uubL,ls,11IeP.Hismmrt.wa,Ygk.,kAwnLa.nnNo W^^+'+4nll l.almurbblgll. Job Truss Truss Typ Oty Ply Std PaC/6510 El D YSPVS6510D CJ1A CORNERJACK 2 I 1 A0474590 x 1 Jab Reference (opSanaD Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 32014 Print: 7.600 s Oct 32014 MTek Industries, Inc. Wed Feb 04 09:20:56 2015 Page 1 IDzrKBM)COg7aNElHVu00GiHHzovU-0CxlkVygZ7dfOyNFgv_SI W Fs3yWDaxGx3bEh l dzoaAr 0.11-14 0-11-14 4.00 12 0� Q' 2x4= 7 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) -0.00 4 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Ven(TL) -0.00 4 >999 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 Na n/a BCDL 10.0 Code FBC2010TPI2007 (Matrix-M) Weight: alb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 0.11-14 oc puriins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installationguide- REACTIONS. (lb/size) 1 = 4510-8-0 (min. 0-1-8) 3 = 23/Mechanical 2 = 211Mechanical Max Hom 1 = 20(LC 6) Max Uplift 1 = -16(LC 6) 3 = -13(LC 6) 2 = -12(LC 6) Max Grav 1 = 225(LC 15) 3 = 123(LC 14) 2 = 69(LC 13) FORCES. (lb) Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat II; Exp C; End., 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=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 2. 7) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrenl with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Q'I.NIb¢kr¢pno.k k M1AW.,I^�ISSSWII}nYnn➢iNvi-[ ILLY{OD1WIr>Vln)IIIACnf09Yn'hm l¢Yrl,y,pvimodnd¢M.ttn IN hnylW.km.v .. inL SWkkem LLYncbm Wnel¢61W,m-IN, I.. Julius LEE, P.E. pk,wl,nal.wnoskw.4.nn, o,:9f.1:¢� fpiAllq'eMbW¢glTlign¢M1vn.p..tlkptln,iJvl¢vgn,Iv.Afryb M16y,IM1w¢Im,lnifl¢k110¢Ir. tl,IRL Rb,ipnyktkral,. nWOWr.1,utl4,Gm !.¢ll:�cr=kmlewWnko.m.ko..,n,roevtl,ou+.kclrygym.®aemmtlkn[kocklmwcl¢I,¢ImL knpneermnm.ryru.uakrm.m�r.lmr s+.m.�nnl.�l.omkk,nw„aary,lkkannkw¢a N34969 L.uviv.a,xnul,ii0,10B.Ekpak,¢IpLbniklAS.11goenWery A4�n¢Qdlplf,k111finIHf1¢,MemAbp.,de�kvi Rll d,finkmlNYn,n11me1Yktm,Ol,ipn,Im,Oe,p.LOm¢n!1„u W,dviau,¢Y¢„Imiu44+d 11, 1109 C.M.1 Boy kvvlop¢I,pYnigllplprt,md4 klm,p,ip4'svis101kY1(q Wvge,vinnSl.nf.ixvkq F.bq NmIR4tl4mm,n1<Rtl Y1111. Bppmm Be,xl,, R 31635 nn,iitl9a11111MImvNb,ln,11 rtpMmtlrmlvmN,iglv4nFl�M1IVA,enLi¢p��i MI11NMm�Unletll Job Truss Truss Type QtY PIY $Id Pad6510 EI D YSPVS6510D CAE Comer Jack g I 1 A0474591 Jab Reference a tienal Al KUUr IMbbtb, rUNI MMKn e, rL 39 b KUn: r.eUU 5 OU 3 2U14 Plan: 7.6W s Oct 3 2x4 II LI$ 09:20:57 2015 Page 1 dtoJOW41F_FZ4zoaAq LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (Ioc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) . -0.00 8 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.05 Veri(fL) -0.00 8 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2010frP12007 (Matrix-M) Weight 7lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 0-11-11 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed dudng truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 198/0-8-0 (min. 0-1-8) 4 = -16/Mechanical 3 = -3/Mechanical Max Horz 2 = 61(LC 6) Max Uplift 2 = -197(LC 6) 4 = -16(LC 1) 3 = 4(LC 9) Max Grsv 2 = 291(LC 13) 4 = 197(LC 17) 3 = 45(LC 14) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=6.Opsf; BCDL=5.0psf; h=25ft; Cat II; Exp C; 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=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load noncencument with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 3 except (jt=lb) 2=197. 7) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, noncencument with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Qnnn6Men..yryna.m•ai loornor$lvun}Bnmtmnrmucmonnmvulnunnlnmmmnuxrbe eurrnww'.ne�=dn,INn.m�un�a�.P m.yfmq.en,rM1l. rLlne<.,vnn,r..e". nbw�k.nun.lnamo. nrynia,.sn. IYma,nlruwmmlooaY.ar.brtm,o.ybli.n( �,niylp:vntbudney N9�q""bmvpidA,r,Jn�nlz'gnyvd5rybb4�p JM1uO, rin�IgiN.b14'v,q.mW nll. @Yym"npYlLdy,.Y 4"1=I�ry.buJ2vLm JUtlU6 lmglalnbe.mwoa�nnr9re�,M1o.®,.aimvJ.emieiabazwby,n.mn,wmawncrncmudemwlw,.amr.n,yrnano,me.lyaunenmlmvm�nnlmavnle:wb[.n1:aWabwn�P.�awrnm,by.lonbn.l N3489 6 (ne.on.11.JnmM:rt. NBmmrpmmm�Mde+NM1bdrelfnpnnbLnmevAanalwlh:IhmnlnnuntlemdHpnJl�w,. nllx�4iMniwwlBblmKb,.ie,G,nwymv.Mlbayd pmam„Ymbi n..un,1'... bhab, 1109 c...1 Bar InInOMulepinnplrellmin:nnd hlnn U* 6W.11NOW rdf" Mh elnnlPnefgaeelegFifq Nmr 6etl Nnunle!tlu1111. Bgm. Beaay a ]]435 Irpi,ryb6Allllltllnx,oYbvin.11 1ptl�SOJnnlne,m,:Rb41vPW'Iril,lnb"pdn'sErll W Imu,.y6"IgIL Jon Truss Truss Type Oty Ply Std Pac1651O El D YSPVS6510D CJ3 Comer Jack g I 1 A0474592 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 LOADING(pso SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 LumbeODOL 1.25 BCLL 0.0 Rep Stress Ina YES BCDL 10.0 Code FBC2010rrP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-11-11 oc pudins. 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 accordancewith Stabilizer Installation aide. REACTIONS. (lb/size) 3 = 71/Mechanicel 2 = 25410-8-0 (min. 0-1-e) 4 = 31/Mechanicel Max Horz 2 = 101(LC 6) Max Uplift 3 = -56(LC 8) 2 = -182(LC 6) Max Grav 3 = 71(LC 1) 2 = 328(LC 15) 4 = 225(LC 17) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=280/52 BOTCHORD 2-9=127/292 NOTES- 1) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft, CaL 11; Exp C; End., 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=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent with any other live loads. Run: 1.5U05 Oct 320 2-11-11 CSI. DEFL. in (loc) Well Ud TC 0.28 Vert(L-) -0.01 4-8 >999 360 BC 0.23 Vert(TL) -0.01 4-8 >999 240 VJB 0.00 HOrz(TL) 0.00 2 n/a n/a (Matrix-M) 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 3 except at -lb) 2=182. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurtent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Inc. Wed Feb 04 09:20:57 2015 Paget O6yRNCVhHjnznMgyJO W41 F_FZ4zoaAq PLATES GRIP MT20 244/190 Weight 131b FT=0 le'" nmuJWus IF KE 0av('a.fth"0aa,W.I.ditMalmsak%,W,0,*.ad 6illy Rlh6,r4ndd�rydOeOno,h OrmM16bi,MnlnM1hibgh,ga,Yaervee�i MI140si14rt�4d Ml�InbPIRII.MgpndAAllWaf yfv4vtlMlm4k1�6ybIG>Yny,,itlomfinof6ri1+k1kAnryndYrydM6i6g0.yonfl #74869 .. Hal.A N eBvlNpa„vFPWMn d N la, CuaN,ryWvr¢w O3l)'uMl/NdUflondnmlfWanl,x4aa.n1I&fia,MnynaZn Wka, d§, N,, 01upu,Iml 0.,p bwna R."YOAdu.,mjnMnru kbdh, 1109 Cwdol Bay aa-'- ;am niml lnpP4, nwd N4m Nwhi—h.w NIY DaN .eknlrynmFyivvbq MYq Afi"NAMann1wb In 1. M,] Baod,R 3W5 pr g@M'Al InH'a-Ma IPIL 14,1<"dni, lum4iglq,PB}I,fmBMlnpgpei„NAm111dlmu,�yM,Iq IL Job Truss Truss Type Qty Ph Std Pac/6510 El D YSPVS6510D CJ5 Corner Jack A A 1 A0474593 Job Reference (optional) At ROOF TRUSSES, FORT PIEROE, FL 34946 Run: 7.600 s Oct 3 2014 Print 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Feb 04 09:20:58 2015 Page 1 ID-,WRM X0m7aNFtHIM OriHWnvl Lve209Rnv5tlNeG%dxKflwnxKS916F2dFNNin51M na4n M 2x4 = 4-11-11 411-11 I LOADING(pst) SPACING- 2.0-0 CSI. DEFL, in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.05 4-8 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.48 Vert(TL) -0.08 4-8 >718 . 240 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC20101TP12007 (Matrix-M) Weight: 19111 FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-11-11 oc puriins. 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 accordancewith Stabilizer Installationguide, REACTIONS. (Ib/size) 3 = 127/Mechaniral 2 = 360/0-8-0 (min. 0-1-8) 4 = 49/Mechanical Max Horz 2 = 142(LC 6) Max Uplift 3 = -102(LC 8) 2 = -222(LC 6) Max Grav 3 = 127(LC 1) 2 = 388(LC 16) 4 = 241(LC 17) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=666/580 BOTCHORD 2-9=-800035 NOTES- 1) Wind: ASCE 7-10; Vutl=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCOL=5.Opsf,, h=25ft; Cat. 11; Exp C; 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=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl 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 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except at --lb) 3=102, 2=222. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard I�%h1K-Nnu"A,tubNM1IINNemormll WAIT nlquo¢omoA(MN19rIMp imomuaw,rbrt N6rdefN4xmtl ,,, mminn RJ,w wp omm'y hMlno Nkwhe.PLje—a W166.m Wlnubn.F,:memPaoq Mr W4Yreemr ILbuM 6.1 W N.D.6 RM.11.1 IDn Lr+,n(a.lpiXrlryientM1vdnar100npaunngbu JNpdni�lnrinequyn l6ry N M1 4y,10,ddrT-4... ID�.nth MI.I1,bupnunjwiMy�fiwyuiidNr�ImtlNhlm, 1VL U8 LEE, P.E. I*'Mulh N Mgft—, A... N4Yh10.Yn,.hi ..a JNI1G h W. 61W M&I-4-1MI.B-11-9aMUD-11 rAI-1hW ad hu4 JJ411nn1.111N 41 YN .s6 M34869 [,Jir+.11oin W,Jh NiNNi Np o.1 pleFe,dI11dL1IgmtlLhryltlnmMn OIyIWNN1Af111aiWAN W—IA,I,W IdvL Pn dd.. D,4—Y .,,nhad.u6fi h1109 C...I Bor fMw,p,luphniONh�N WNtFYn4IYM,pprgsniJNN4LlNo py„InvllxnLNnningl3fry W gm461vnmtlehXY1l11. Boymm Bea,h, 0. 33435 nplryY®]NIIIIwI w,v.6wle,IL IryWunJMlnnn,h� WRI,InHhliM1tlnibl°m';ddll W Irmn.NnlglL Job Truss Truss Type Ply Std PaG6510 EI D YSPVS6510D CJ5C Comer Jack :�:,=21 A0474594 � Job Reference o Banal Al ROOF l RU5595, FUR I PIGRUb, FL ZutMb 2x4 11 Run: r.buu s UM 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Wed Feb 04 09:20:58 2015 Page 1 LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 TCDL 15.0 Lumber DOL 1.25 BC 0.40 BCLL 0.0 ' Rep Stress Inrr YES WB 0.00 BCDL 10.0 Code FBC2010frP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Exci B3: 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or4-11-11 oc pudins. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MTek recommends that Stabilizers and requiretl cross bracing be installed during truss erection; in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5 = 96/10echaniral 2 = 377/0-8-0 (min. 0-1-8) 6 = 71/Mechanical Max Horz 2 = 142(LC 6) Max Uplift 5 = -61(LC 8) 2 = -229(LC 6) 6 = -25(LC 8) Max Grav 5 = 106(LC 24) 2 = 399(LC 21) 6 = 246(LC 26) FORCES. (lb) Max. Comp.tMax. Ten. - All forces 250 Qb) or less except when shown. TOPCHORD 2-3=520/414, 3-4=-646/576 BOTCHORD 2-17=582/575, 2-18=221/276, 18-19=-221/276, 9-19=221/276, 3-20=596/611, 3-8=286/221, 4-7=-129/345 NOTES- DEFL. in (Iec) I/defi Ud Vert(LL) 0.04 7 >999 360 Vert(TL) -0.06 7 >980 240 Hoa(TL) 0.02 6 n/a n/a 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loatls. 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 % ida will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 6 except (It=11h) 2=229. 7) This truss has been designed for a moving concentrated load of 200.011h live located at all mid panels and at all panel points along the Bottom Chard, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight 24 lb FT=0 minB.m,.sypn,Mw•u uolm�f'�uRaummnrmcomxtmfmmtmnHBmonmumrl.m wyey,�mm, r„am,.min,o ym.:rMamde,W,1,..rt wev.9,aYs,,,m uwn,m.x, vatimamo.drlY1•r�d. 1WU5 P.E • fQ 1P'gi H,mAbY iLd u OeillMern.1PM1 IR®lP a gNOP mlmudM1rL,W.r. 1n'W'd1W M14JVati!1Wd ,dmd.bN9drWminM ,n¢mtW �.e�,. ft1,A,.n10,4n, + I .As ,1,. &I INo Iko. ',r+euN pml wLJfmrk�gn' N.14 Yn,n4wirCNsyspp W.r ml wary JnR UPI II u Jmint.du[wY..rYmT PiAwnOhus. mY,uy,mlra,eWulrulemurntlWune #34869 [ Plx a u adY kid P hP,d 1pdr /m FSlnpwa�IAPI9rlww 9nra,IlssismmMSlan MvmlldhPswO msm1. rydxB,.l Me,awlnnoaipv,rmww,npmn Nl ,MmAEav,.Y Y tr6Nh, 110 Beads, Bar w4tlq 1pYeiiglPJPm9gMHM1lnupupfej YOlwb'fiPOp I IpM1 ln�nmwgbr(ry4yle4Nwnnn�Nmm1. Bopmm BeaA, R JJ<JS I.008aI1114pda1.JM1+r2,Lglmm,YryOeNmal,anm,epw,i Waldimu, WII,,, PL Job Truss Truss Type ay Ply Std Pac/6510 EI D YSPVS6510D D01 Common , a I 1 A0474595 Job Reference (optional) At ROOF TRUSSES, FOR f PIEKOE, FL 34946 Run: 7.600 S 5x10 MT20HS= Feb 04 09:20:59 2015 Page 1 Dead Load Deb. = 3116 in 3x8 = ax4 = ax4 = ax4 = 3,8 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.37 6-8 >756 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.37 6-8 >756 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Inns YES WB 0.78 Horz(TL) -0.08 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight 95 lb FT=0 LUMBER - TOP CHORD 2x4 SP M 30 -BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-7-6 oc purins. BOTCHORD Rigid ceiling directly applied or 2-10-8 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation aide. REACTIONS. (lb/size) 1 = 1050/0-8-0 (min. 0-1-8) 5 = 1050/0-8-0 (min. 0-1-8) Max Hom 1 = -89(LC 9) Max Uplift 1 = -936(LC 6) 5 = -851(LC 6) Max Grav 1 = 1050(LC 1) 5 = 1050(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-2401/4521, 2-3=2037/4167, 34=2037/4167, 4-5=2401/4521 BOTCHORD 1-15=3812/1737,1-16=-4185/2230, 8-16=4185/2230, 7-8=2721/1496, 7-17=272111496, 6-17=2721/1496, 6-18=4185/2230, 5-18=418V2230, 5-19=381211737 WEBS 3-6=1415/607, 4-6i=-t78/668, 3-8=1415/607, 2-8=478/668 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.0psf. h=25ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Fxtedor(2) zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked fora plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except (t=1b) 1=936. 5=851. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chom, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard QYnYM5.rhn. n.nrinnn. R, I.I Ioornu�IpBnRYlYnnnllM1L(OYomoYfMloYrll'E01111111YPnmuWBr6n ratans^Fl.nluvol,eelwnnn'n1,mo,J'dn411Wjelfa Yl*In,rawmn,YnlYYeeu. oxv,Mwu nuYlu Mlo0...ryMl i-. Ins„eal..wlmwmop:.ail,.un,d,Y.[ennfwflrwlr4;.ndw..Imo,m,.u..,.yaM1..n,;.,a.rw.bn,r.aYY+rm M1n,yals,:rYu.ne,pw.mma.n.�wtmlr,h,n..p;buAa�.'hit'" lr�ry.am.amI..„, IUWS LEE, KE I.nIKGpbn,nrptilinnmonn.Iko.wfrMWvel,YmuNr.az rBvW...pamNam ncn,ocneWb'F lva,.lml N,,nWdm lWe1.rlW,uanrlmLs}fgMeyavea=.w4fienlh®ynnYnrnynahnaA, WYig0.iYeenf #34869 (mum.lonmmlA:mlBonlprprhn.apie6naM1WEi.Ifgo.a Wrnu.un.PWNYmhmrAslanrdn®,IN.mdl�nr, RII1rMVNmpo3l.Br,.EMirapelrmh,pu.4mhyelyumduw YmMa,,,nmr,pviu 4rulh, 1109 cwsrol Ba) fNn,pvlelahninglrApnnv,d,4 M14nvMUYoel�vhYnp<ImNplrigv.Inufryenyuevl.gbl;mL aa£law Wn.,vlNah Nl. BoWm Beady FL 33435 LppipY0TI1111.1Imuy14r4y1Ltep,l�tltirinrtG,:gL.,IVA�m�nMnryia�ik.11 W Imu,-Ynly12 Job Truss Truss Type Oty Ply Std PacJ651O El D YSPVS6510D DO2 HIP GIRDER ,,, { 2 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Prim: 7.600 a Oct3 2014 MTek Industries, Inc. Wed Feb 04 09:21:01 2015 Page 1 ID:zrKBM_XOg7aNEtHNAOGiHHzovLFM9kYnOOpOXFyVjjGCCSZdRZyf Wi90F40gDtySiaoaAm 74t0 18-0-0 -1-0-0 3-0O 5-0-0 6-0-0 74-09." te4O 11E-0 13-0-0 14d0 15&0 17-0-0 18-0-0 2lM-0 234-0 24E-0 1-0-0 3-00 2-0O 1-0-0 1-00 id-0 1A-0 1-0-0 i-0-0 1-0-0 14-0 14-0 2-0-0 3-0-0 1--0 0-0-0 1.0-0 7x10 4.00 12 5 4 3 N 2 �1 d 45 35 46 44 4x4O 3x611 40 = 14 5 16 8 18 20 22 9 24 7x10 Dead Load Defi. = 1/8 in IR\R]YL'�iL•J�Yi��lii9�7�S1'ii/J!•XIA �I� M _I{ 1 55 I 3-0-0 I I'M i 11-ao ) 16-0-0 1 2d-4-0 1 23-4-0 i 3-0-0 4k0 4d0 4-0-0 4d-0 3.rL(1 Plate Offsets (X,Y)- 13:03-8,Edgel. 115:0-4-0.0-2-81, rl7:0-3-0,0-3-01.128:0-3-8,Edgel, r33:0-3-0,04-81 LOADING(psl) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.20 32 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.35 Verl(TL) -0.30 32 >932 240 BCLL 0.0 Rep Stress Ina NO M/B 0.54 Horz(rL) 0.06 29 n/a n/a BCDL 10.0 Code FBC2010rTP12007 (Matrix-M) Weight3521b FT=O% LUMBER- TOPCHORD 2x4 SP M 30 •Except• T2: 2x4 SP No.2 BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-10-0 cc purins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 13, 10, 17, 21 REACTIONS. (lb/size) 2 = 121110-M (min.0-1-8) 29 = 1211/0-8-0 (min. 0-1-8) Max Hoa 2 = -99(LC 7) Max Uplift 2 = -934(LC 4) 29 = -817(LC 4) Max Grav 2 = 2241(LC 23) 29 = 2241(LC 31) FORCES. (Ib) Max. Comp.IMax. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-42=7009/2259, 3-02= 6878/2249, 34=2541/908, 46=25411908, 66=2541/908, 8-10=2541/908, 10-1 1=2541/908,11-13=2541/906, 13-15=2541/908, 15-17=2542/801, 17-19=2542/801, 19-21=2542/801, 21-23=-2542/801, 23-25=2542/801, 25-26=-25421801, 26-28=2542/801, 2843=6878/2234, 2943=701112258, 3-5=4066/1324, 5-7=-3988/1323, 7-56=3978/1345, 9-56=-3961/1346, 9-12=-3959/1385,12-14=3959/1402, 14-57=-3938/1418,16-57=-3919/1418, 16-58=-3919/1421, 18-58=3938/1425, 18-20=3959/1413, 20-22=3959/1402, 22-59=3961/1370, 24-59=-3978/1375, Continued on page 2 TOPCHORD 2-42=700912259, 3-42=687612249, 34=-2541/908,4-6=2541/908, 6-8=2541/908, 8-10=2541/908, 10-11=2541/908,11-13=2541/908, 13-15=2541/908,15-17=2542/801, 17-19=2542/801,19-21=2542/801, 21-23=2542/801, 23-25=2542/801, 25-26=2542/801, 26-28=2542/801, 2843=6878/2234, 29-03=-7011/2258, 3-5=-406611324, 5-7=3988/1323, 7-56=3978/1345,9-56=3961/1346, 9-12=3959/1385,12-14=3959/1402, 14-57=-3938/1418, 16-57=3919/1418, 16-58=3919A421, 18-58=3938/1425, 18-20=3959/1413, 20-22=3959/1402, 22-59=3961/1370, 24-59=3978/1375, 24-27=398811357, 27-28=406611366 BOTCHORD 2-44=2167/6647, 2-45=2169/6649, 3545=2169/6649, 3546=2173/6513, 34-46=2173/6513, 34-47=-1098/3624, 47-48=1098/3624, 48-09=-1098/3624, 33-49=1098/3624, 33-50=-1098/3624, 50-51=1098/3624, 51-52=1098/3624, 3252=1098/3624, 32-53=-2116/6515, 31-53=2116/6515, 31-54=-2113/6650, 29-54=2113/6650, 29-55=-2111/6648 WEBS 3-35=28/473, 3-34=530/95, 15-34=-1011/2849,15-33=180/1077, 15-32=902/2851, 28-32=530H41, 28-31=33/471, 15-16=728/2230 NOTES- 1) 2-ply truss to be connected together with 12d (0.131"x3.25'j nails as follows: Top chords connected as follows: 2x4 - 1 now at 0-9-0 oc clinched. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc clinched. Webs connected as follows: 2x4 -1 row at 0-9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or bark (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MVJFRS (envelope); cantilever left and right exposed; parch left exposed; Lumber DOL=1.25 plate grip DOL=1.25 5) Provide adequate drainage to prevent water pat ing. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Plates checked for a plus or minus 0 degree rotation about its center. 8) This truss has been designed for a 10.0 par bottom chord live load nonconcument with any other live loads. 9) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=934, 29=817. 11) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. elea6.mnn•.M,.,:.muuornrsmisolulaiulurtm{memomm�anlNmlyumnloa{orr. mlr m'vn�Imwna.m.mlm,mcnmAllWdo,unl...ri mom,werl,a,,. mn.�r..,lu,l.mm,.h�a�m. rnarmnrmfimesr,.ae,cn,rylas cry:mdmgn. .enml.,,wryrmewam:hxnb:ua.mmovmntroM+. n,ddarr.,,ao,un, )UUUS PE vnlrmFldrmammwanssm.M.murnmul,WimWMmOft K%W.mrWftjWrs.MLNrppmnmMad .rrumami,m .Wi.saspYdu. nlWW,mkN,,kM1Yp#3486 (m.M., umimnepam,6minipu.0%Iautmpm.Iiftd4nttlm,vmln.dal%.NWinnunlaup4pn.am,Y®tlunnin,Induhlkdk, 110C-a.1e engrteniniglrYpN,i,*W4 YNnq,q GlrvisKI&1im,gmrwIsusMsswvWgbin{ OuyWW w.nndvNbra L oman eodyR 33 1]JLphOa11111J4nm16In,IL 14'mF•dMlumµ6Rryn111JImv✓Mnl41t Job Truss Truss Type qty Ply Sid Pac/6510 El D YSPVS651OD DO2 HIP GIRDER 1 2 AO474596 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 ON Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Wed Feb 0409:21:01 2015 Page 2 ID:zrKBM_XOg7aNERMOQGiHHzovLFM9kYnOOpOXFyvGCCSZORZyMh90F40gDtySimoaAm NOTES- 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 93 lb down and 59 to up at 3-0- , 42 lb dawn and 27 Ib up at 5-0-12, 42 lb down and 27 to up at 7-0-12, 42 lb down and 27 lb up at 9-0-12, 42 Ito down and 27 lb up at 11-0-12, 42Ib tlown and 27Ib up at 12-3-4, 42Ib down and 27 lb up at 14-34, 42Ib down and 27 lb up at 16-34, and 42 lb down and 27 lb up at 18-34, and 93 lb down and 50 lb up at 20-34 on tap chord, and 431 lb down and 11 Ib up at 3-0-0, 205 lb dawn and 10 lb up at 5-0-12, 205 lb down and 10 Ito up at 7-0-12, 205 lb dawn and 10 lb up at 9-0-12, 205 lb down and 10 Ib up at 11-0-12, 205 Ib down and 10 Ito up at 12-34, 205 Ib down and 10 to up at 14-3-4, 205 lb down and 10 Ito up at 16-34, and 205 lb down and 10 Ib up at 18-34, and 431111 down and 11 lb up at 20-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (p8) Vert: 1-3=-70, 2830=-70, 2-29=20, 3-16=70, 16-28=70 Concentrated Loads (lb) Vert: 35=19(B) 34=11(e) 32=11(B) 31=19(B) 12=-2(8) 5=-2(B) 20=2(B) 27=2(B) 42=3(B) 43=3(B) 46=11(8) 47=11(B) 49=11(B) 50=11(B) 52=-11(B) 53=11(8) 56=-2(B) 57=2(B) 58=2(B) 59=2(8) QxnnIY4.M1.xn. 44 im, rm-l'1 moFTNrTZ VrR MRAL mRuoYomMMOMrW1111monnaufnrbn.mL1a,y,p.ew.aludnn,.INImVI* M.Ig11U0fda,TINTm 11 W_N N,dN_ LLhnmon.dd. M. 3%.1, MAN. IL4,bAbWIe IIM-W14l. NW —NV I, -,1PMIIyNnLbudnITOO I".. nlWtlM1aniNmlLegmp,iM4pb h1d,@WN pMim.4piHn Ml®.II,WIII1.1uuus LEE, P.E. b.11anaLm,nn,S6nNmov,,.6Nml.M'r'utl.amluM14u9 w,M.YM,ml,nabncOn N.MWNSrue,.lml. ib TlnndblOominruun,tlMl�n4M1ffii4lYaawR:9,Hr„ahuifWYb,nPul4hAblci1N1,4.nW H3E869 tntN.n,Y..IW:R,n0.3ntP.n..31M,Ln�M1biWyfeq,.nfa,ryM..,i. BpOfdBhaBlinwnun MvmelW.m01,h.,. 1m I,W.14,nind&fin.lNe,amAnRpa.lm,G,yupemnnw.Molvla,,..N,menivklzak, 1109 coopm Bvr 4.V.a 1p,. bldl. NI'dhB.vNR^01'an:1BMGuir,0.".lnulnn.lgxel.q,dN.a#Wd....... aRad:lnI. Boyne BeWyR 33435 (VrAoc Nil II INI 1.m.W,lµl 1. 1rS 'ITN&mA:WWR F pWtl Kato Lenrk.a WImu,iN, lm F.I. Jab Truss Truss Type Dry PN Std Pad6510 El D YSPVS6510D E01 Hip 1 1 A0474597 1 Job Reference o banal Al ROOF TRUSSES, FORT PlhROt, FL M4 b Run: r.bUU s UM 3 2014 Print: 7,600 s Oct 3 2014 MTek Industries, Inc. Wed Feb 04 09:21:02 2015 Page 1 ID:zrKBM)(Og7aNELHMAOGiHHzovLlgMlx_ZOR9Mp6tgPAA4s_nVj6NN1_dOpRXh7EHzoaAl 6a1z -1J-0 63-1 6.IA 12- 1d-0O 1 1-1-0 I 634 2 634 I 1J-0 0 612 3z4 = LOADING(pst) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Ina YES BCDL 10.0 Code FBC2010frPI2007 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 3-3-7 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordancewith Stabilizer Installation uitle. REACTIONS. (lb/size) 2 = 66310-M (min. 0-1-8) 4 = 66310-8-0 (min. 0-1-8) Max Horz 2 = 59(LC 6) Max Uplift 2 = -620(LC 6) 4 = 490(LC 6) Max Grav 2 = 663(LC 1) 4 = 663(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=984/2176, 34=984/2176 BOTCHORD 2-15=1898/872, 6-15=18981872, 6-16=1898/872, 4-16=18981872 WEBS 3-6=753/335 NOTES- 1) Unbalanced roof live loads have been considered for this design. 4.6 = 1.5x4 II 3.4 = 6+12 Dead Load Dell. =1116 in ix4 II �a CSI. DEFL. in (too) Vdeft L/d PLATES GRIP TC 0.69 Vert(LL) 0.16 6-14 >922 360 MT20 244/190 BC 0.88 Vert(TL) -0.18 6-14 >838 240 WB 0.15 Horz(TL) -0.02 4 n/a n/a (Matrix-M) Weight: 50 lb FT = 0 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opst h=25ft; Cat II; Exp C; End., GCpi=0.18; MVJFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical left and dght exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 list bottom chord live load nonconcoment with any other live loads. 5) m 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 at --lb) 2=620. 4=490. 7) This truss has been designed for a moving concentrated load of 200.0I1h live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1 nasr.lmnmm�dh,,,:.r•unorlmsm(vnuRmmtnunrl®mlm[®ovlfmm7uoemmumrlm mryarol.�n,d,dW,,.la,union*o-,.�Pearmunln.riw,m,umo-ann. mtrn,r.m,ma.rloa,nho-m®,a. • Ils,mrl,,.lo- M1Nogo-wa l,.nn,o-q, Iq:nip.,yA1h1,1:..Irw..rlounm,w,..npmn,Irr.I,,,:mmi•,.4ny.aTgmme.,y,amri.u..,epla.rlmN..rmt ml.:.n,.rr.W,.nmlawurr.n,la,un, 1WUS LEE, P.E o-nuunhm,aputichnmam.rmw„m.aN.lml.rmerlwyn.sn,mnaml¢rnGm6�rnlnn.lmtmgynenrmow.lwl.xarrm.'.arylmen+rum.��mlmgwn®s,t¢o-r�nln,ada,olrmxMmmn.a #74869 am.ox.ALoFu,I,Aar NOW nip tinulPiLGn�M1INq[ganbehWn®rpapPlL4epgmWallnitlnvdM1q,mill�e. ml4annlny„V&fins16hu10i4m0.yv,4m0ipnPo,ndLml Y,Mtl'an,nYn,nera4Gtlp, IIW CoovRl Boy 1.4tlomaluPinmq F.rlmN,M^L rim10.yla1wuiW9lrrrrniyv Wm6lMmlgiul.gbi6l YgildMbmuenbhtlim 1. BoY^xn BeoEyn Ji105 1,lni,Y®Allll W Inn.Hnlw,ll kp6btllti, Wwl,YgmmprnlnN,biMnnnlmur�Nmn W Irnu✓YrLVl1 Job Truss Truss Type Oty Ply Sid Pac/6510 El D YSPVS6510D E02 Hip 1 1 A0474598 Job Reference o tiona 4.00 FIT cuu. 7.6uu s ua a zu iq rnnr. Low s ua a zo3a rmu ex mausrnes, Inc. vvea reo u4 09:21:02 2015 Page 1 4x4= 4x4= 3 4 1.5x4 II 1.5x4 II 3x4 = 3x4 = LOADING(psf) SPACING- 2-0-0 CS'. DEFL. in Qoc) Well Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.57 Vert(LL) -0.10 7-16 >999 360 MT20 244/190 TCDL 15.0 Lumber D. 1.25 BC 0.70 Vert(TL) -0.15 7-16 -987 240 BCLL 0.0 ' Rep SVess In, YES WB 0.07 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2010/TP12007 (Matrix-M) Weight 51 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-3-7 oc pudins. BOTCHORD Rigid ceiling directly applied or 6-6-3 oc bracing. 'MTek recommends that Stabilizers antl required cross bracing be installed during truss erection, in accordancewith Stabilizer Installation aide. REACTIONS. (lb/size) 2 = 663/0-8-0 (min. 0-1-8) 5 = 663/0-8-0 (min. 0-1-8) Max Harz 2 = 52(LC 6) Max Uplift 2 = -362(LC 6) 5 = -362(LC 7) Max Grav 2 = 663(LC 1) 5 = 663(LC 1) FORCES. (lb) Max. Comp./fM1ax. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-1050/973, 34=951/988, 4-5=-1050/973 BOTCHORD 2-17=766/945, 8-17=766/945, 8-18=765/951, 7-18=-765/951, 7-19=766/945, 5-19=-766/945 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind _ASCE 7-10; Vult=170mph.(3-second.gust)_ Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.0psf, h=2511; Cat. II; Fxp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; canfilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked fora plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (it --lb) 2=362, 5=362. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard /A raeibe.ra,.w.leryrr,ir.ne �IlaolnLrmsL�'Im1lalnlnlnuouommsmslowrraulllllmommnuml enrrlew. n.m.:mdmlam.r Im.orayort.irlMu„emaaesrt lnrt.runllrW.n. uas.�em�,r,nlelmarn¢m¢Xumm,l,r L' pre„moe. r.emn.noun.del,.w„qy.W'.rrli+.sMmryhp.,.tmrr.d.,gnonp.r.e.mpl.m.drorr+r„um...:er.,r."'iurhW,a�+'saa,:llrnn, me.nrlro ®rmtlnn )UVU3 P.E. trmlilW nnern rut'ti TXeOnm,h Orwf[aMVNe Im Ik1u01 .rlfiulktlgr.fiYe,,uiloWry YeutltWlin, 1 p q gn. ry&,Tur gXemmvld Wl1C0e0[neNtlklAyuLrvJMI Mprn6Anel[OeJmlfir4veedtletn,e.aNrykfµYurle,kLLXmaueFAXA0.Mnrywuh4rydNhL�pGrSmmf #34s69 IaMx 11 nMmAi0 N0 d1,1A mYRd:4v ki-.1 f .Ly.,'netdrmmlup!'J Pfi6rFe11r111mlflGur..N.lMRoenllw6me. rill IN, npvDddnmdd0krelXetmrRYlooIrrfie,pLV !I [WmM1Rau,mk Xemiv4htllle - 1109 C....I Boy LrEevrymdepeknilhllrollmk[btl.el IYIrenNil lymnir401tlrreYnlhyurmlrtv Srylrm Fojeemlmghln4ldepohd em,mniCVNkllll. Borten &a FL 33435 hp1yY$1411111JIneurk6, [,I, It IgelMetlXiidamrel,ioglw0.irfelMrEW mdminenvW hem1I1n1Imvr-li,Ig13. Jab Truss Truss Type ly Std Par(6510 El D YSPVS6510D E03 71,p— Hip Girder i—A- 1 A0474599 Job Reference (optionah At ROOF TRUSSES, FORT PIERCE, FL 34946 1.5'. Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 3a6 II 3xS= 3x8= 3x611 Wed Feb 04 09:21:03 2015 Page 1 5x4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL in Qoc) War L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.11 9-12 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.17 9-12 >866 240 BCLL 0.0 Rep Stress Ina NO WB 0.57 Horz(TL) 0.01 8 n/a We BCDL 10.0 Code FBC2010rTP12007 (Matrix-M) Weight 1131b FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.2 •Except• Bt: 2x4 SP M 30 WEBS 2x4 SP No.3 *Except - WI: 2x6 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-8-2 oc pur ins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 11 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 14 = 68710-3-2 (min. 0-1-14) 8 = 827/0-3-2 (min. 0-1-15) Max Horz 14 = 169(LC 28) Max Uplift 14 = 408(LC 4) 8 = -543(LC 5) Max Grav 14 = 1569(LC 22) 8 = 1661(LC 25) FORCES. (b) Max. Comp./Max. Ten. - All forces 250 (to) or less except when shown. TOPCHORD 2-3=10511267, 3-17=951/256, 4-17=9511256, 4-18=951/256, 5-18=9511256, 5-6=1077/289, 2-14=1530/412, 6-8=1619/544 BOTCHORD 12-20=-369/1390, 20-21=369/1390, 21-22=-369/1390, 9-22=369/1390 WEBS 12-13=388170, 3-13=352/104, 9-10=5471270, 5-10=510/302, 2-12=21411396, 6-9=370/1505, 11-12=674/255, 9-11=5671114, WEBS 12-13=388170, 3-13=-352/104, 9-10=547/270, 5-10=-510/302, 2-12=214/1396, 6�9=-370/1505, 11-12--674/255, 9-11=567/114, 4-11=694/255 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.0psf, BCDL=5.0psh, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MVJFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL--1.25 plate grip DOL=1.25 3) Provide adequate drainage to preventwater pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcorent 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 Ib uplift at joint(s) except (jt=1b) 14=408, 8=543. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 518 lb down and 106 Ib up at 3-0-0, 228 lb down and 57 to up at 5-0-12, 228 to down and 57 It, up at 64-0, and 228 Ile down and 57 lb up at 7-74, and 685 lb down and 305 to up at 9-8-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) 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 Inaease=1.25 , Plate Increase=1.25 Uniform Loads (plq Vert 1-2=70, 2-3=-70, 3-5=70, 5-6=70, 6-7=70, 8-14=20, 2-6=20 Concentrated Loads (lb) Vert 3=105(B) 5=151(B) 4=29(B) 17=29(B) 18=29(B) Qrwu3.rewOmmjh,.,i.lm u10911059f iSFlnR�YnAL=A[Ot011RAMlom l'WlfrllrtmNOHu91'I.m Miry6,yPm'Imd,.+IMe,uA,uma,}O�nelirryl'oemr4,4r,IL1,km.4dm.eu cab,:,MriuWtl.61U0.v¢Nwm„Im JUUUSL I.E. fmJ,AY" WNxJ.kK D.Tm, M1,P19.mN.^Idrnf�$M1dmNIm,.I.w,..upudM1P.rmbd.11ri1mWmtifyYl4vpdb,e{.iin.4pbe.rblw,if.wi m161,vPnmrelbtly,m64rymddtn.iwdrm4n, �' I.g1Y6qu N,mpuYmdn,a.ultlmOwf,mY'v,1.yWmlLmifq h,jar.uW,mmrdNnf.OaoCklmtl 61fi1.dminlbgrmd Ke.momrgLulutl MlmaWiybllyu.,I..Y,lolOwmeYuydelwlYnWmY9dIh LYu1B^i.mE #34869 (+emn,.11vW Nldi WIO4mIMP' vu1pY,6ervII4Ia., tmryeeLl,rylAmslimPMI.11JehlXulfttln,tlev,llu PvdPitm.. 1111 tl,lanMn,p,diA'm,.Ed1v,d,NNnM,i1v,I,mr WJp4lmm mllm,YolEmn,mY,,.hriu4ktlh. 1109C Vd Bvr W.I.d1lima1 l,dl Ir iJ a N%I,N*el..11YOrb Nor,Rtlpmmim,fl,o-m(.pmlmgbY, Ngild,tlOwv. ml:Ntli 1111. PpYNm Beady R. 334M a1F{Ba1111111J4nuaNmlm,ll lePdtludM4om,iglmmxA�milNnP,mWe,Jm Eomll WInrc,Janlmll Job Truss Truss Type Oty PN Sid Pac/6510 El D YSPVS6510D E04 Hip .1 1 A0474600 Jab Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 4.00 12 3x4 = LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Ina YES BCDL 10.0 Code FBC2010rfP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4SPNo.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 3-4-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, m accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2 = 663/0-8-0 (min. 0-1-8) 5 = 66310-8-0 (min. 0-1-8) Max Horz 2 = 52(LC 6) Max Uplift 2 = -631(LC 6) 5 = -501(LC 6) Max Grav 2 = 663(LC 1) 5 = 663(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-105012309. 3-4=-951/2294, 4-5=-1050/2309 BOTCHORD 2-17=2039/945, 8-17=2039/945, 8-18=2071/951, 7-18=2071/951, 7-19=2040/945, 5-19=2040/945 WEBS 3-8=389/191, 4-7=-389/191 NOTES- 1) Unbalanced roof live loads have been considered for this design. Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries. Inc. Wed Feb 04 09:21:03 4x4 = 4x4 = 1.5x4 II 1.5x4 II CSI. DEFL. in (loc) Well Idd TC 0.94 Vert(LL) 0.12 7-16 >999 360 BC 0.70 Vert(TL) -0.15 7-16 >987 240 WB 0.07 Hom(TL) -0.02 5 n/a n/a (Matrix-M) 2) Wind: ASCE 7-10; Vult-170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.0psf; h=25fl; Cat. II; Exp C; 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=1.25 plate grip DOL=1.25 3) Provide adequate drainage to preventwater pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=-lb) 2=631, 5=501. 8) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 3x4 = PLATES GRIP MT20 244/190 Weight: 51 lb FT=O% QNFIAIY6fbssPmmlAhx,irll,'41NOImIfYfhNtf}6IXwlRIHr(OYOIIIp6061YWIryIN)1[W4TmGMrbrt rnilY4ilPpoelm W,dmnalYgnn Uevy0.ny11041 W peYIw4411.IlevmeLxlkbem. P4n,5vess We/a AS I6�,n¢Y4Y,mvx pke,rl,Ib,xAIn H,IDObY,o4b Wertp,ynlwlM1n(u,fp,titlryl,5ieutbutlwnllW�q,mlmsxA®,ilbprdnwiml nln9mri0.1rylmlk[altl....,InnhpueiudlPoxhxMmL M1km, nw IWWL P.E. NgldlLvpi,gertyn�YiYy,IYSOnv,lYOmmLpYvdepmlmhluY1m10<Wn.YmmmNtlWI1f.R, 05hIv9LYSviv4mamL ID,gPn0tl0,NOm1 hYneJtlelmtetlufalbl'. Cm P'n��'%'w6lon, tixkLry,J,vdOJiw rn 'mp.%c:ul�l:aam®p.,nYe,m,xym,iwnr+M1MY�x M1ilnne 34 11o9eoa,ml l ommm,.Ymmvlml:le,l9BmahpnvinminY,r,tlM1lvl*mYr�meIDtn,M1lm.m�a0611rlemnrmmfwnntt,m,l�m>�mdl.aom. mletlsaM1„wWYrm.aen.,nn,Irmo,�®.Im:o,w.uoi�nitmsY.ml.nn,mn.n..i.a,B�dh, Ba 4MnTxdopeinilgly,pyuNlpxl,d. hlnn GynrryinilY0Re1i16nlBdmurLmSrynmfyixPlmo%lup:y NolileArtEmn.o&%Ahlnl. y Baymm Bead, R ]]435 4PpgM0ppll11 lwllmm6&tln,I1.4Alxle,dYmlwrtN,Ye%Ixgigd3'naa4fxlnAl„pnd,4a6mll leilfmm-lfu,fetlE Job Truss Truss Type Oly Ply Sld Pac16510 El D YSPVS6510D E05 Hip Girder 1 1 A0474601 Job Reference (optional) At ROOF TRUSSES, FORTPIERCE, FL34946 4x4 1 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 16.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Ina NO BCDL 10.0 Code FBC2010/TPI2007 LUMBER - TOP CHORD 2x4 SP Na2 BOT CHORD 20 SP M 30 WEBS 2x4 SP N0.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 24-7 oc purins. BOTCHORD Rigid ceiling directly applied or 6-6-11 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uitle. REACTIONS. (Ib/size) 2 = 71010-8-0 (min. 0-1-11) 6 = 710/0-8-0 (min.0-1-11) Max Horz 2 = 42(LC 28) Max Uplift 2 = -731(LC 4) 6 = -628(LC 5) Max Grav 2 = 1456(LC 15) 6 = 1456(LC 27) Run: /.aUU s Oct 3 2014 1.5x4 II axe = l.5x4 If FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-3455/1309, 3-19=�4562/1803, 4-19=4562/1803, 4-20=4562/1803, 5-20=-4562/1803, 5-6=3455/1332 BOTCHORD 2-21=1194/3239, 10-21=119V3239, 10-22=1205/3321, 22-23=1205/3321, 9-23=1205/3321, 9-24=1222/3321, 24-25=1222/3321, 8-25=1222/3321, 8-26=1210/3239, 6-26=1210/3239 WEBS 3-10=90/649, 3-9=-567/1454, 4-9=-277/228, 5-9=-549/1454, 5-8=95/649 Inc. Wed Feb 04 09:21:04 2015 Page 1 Dead Load Deft. =1116 in 4x4 9 CSI. DEFL. in (loc) UdeO L/d PLATES GRIP TC 0.60 Vert(LL) -0.23 9-10 >661 360 MT20 2441190 BC 0.86 Vert(TL) -0.32 9-10 >481 240 WB 0.55 Horz(TL) 0.05 6 n/a n/a (Matrix-M) Weight 59lb FT=O% NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.0psf; h=25ft; Cat 11, Exp C; Encl.. GCpi=0.18; MWFRS (envelope); cenfilever left and right exposed; end vertical left and right exposed; porch left exposed; Lumber DOL=1.25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf an 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=731, 6=628. 8) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel paints along the Bottom Chord, nonconcument with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 88 lb down and 71 lb up at 3-0-0, 30 lb down and 39 lb up at 5-0-12, 30 lb down and 39 lb up at 64-0. and 30 lb down and 39 lb up at 7-74, and 88 lb down and 71 lb up at 9-8-0 on top chord, and 454 lb down and 124 lb up at 3.0-0, 207 Ib down and 57 lb up at 5-0-12, 207 lb down and 57 lb up at 64-0. and 207 Ib down and 57 lb up at 7-74, and 454 lb down and 124 lb up at 9-74 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) 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=70, 3-5=70, 5-7=70, 13-16=20 Concentrated Loads (lb) Vert: 3=4(F) 5=4(F) 10=1l(F) 9=12(1`) 4=9(F) 8=11(F) 19=9(F) 20=9(F) 23=12(1`) 24=12(F) Qnnvs.rum.irm�ry,me.mtlmallos$>alsBmtuuln rturtrrolcmwlmnmulrlon11111rtmlosomrl.,, Imare,y,�.mmdna.a,. w, Imlo.up a..glmumemsu,ln.rt I.r.,m,wakl.,,. ua,,,u"m,wd.mna.,gluu®em IWevridbwalmml00aYnH l�vLn�6yv61'nnN•1P^Mr14"°dm Weg2p,epvmhou,pmvFm!'I^'+v^I^Inm;mpwldlY mlrvpimvjvfnv4pHam100.Ir,abi111. M1ppnryfn Lv6q,.f an4mlvtiry.l,ntllhLm JUUU3,1869 E. Im Idl Ivmm i! AMOnv,MAil WlmittivMn6G6ih nl � Pn % 1 1 Wrt,iOvovoltllMO4YaI,46SWEa0n4.a1111.P,gpnJv/maBmlymalutlmlm4�9W�4tlm,p,Falef eneh®4�IaYparynolSnrtlmYtiMm4'+vwl t134s69 (.Itx.Ir NnmlvdYRvippeEmpmlirtvepWfwvdllrrdlmrrymEkkry AomlinQaplYlJaglPdflnvuAvm,Abp,m plLve.p14RnM,aPvOrifyvElli�dmLvn B„pgLmOv,ghG^wna4m WMmlvu,nan Amu4ktlpv 1109Coo.l Boy f,eW vpMePaniNglyApNnYrdnL IYM,gy,fyvai, WtNlvlEulanipvmlmlfrynfglvvlmvrilfvy Nmlati,aMm,mvrtaeNtlY1111. Bomlm Bead,,0 33435 6Ip00A1111 b11nwH6n In,IL tgvlm( tlMlvnl,agmm,n Aadtiva,tlnbmrve,rBU ll ln(Im-8Flg1{ Job Truss Truss Type QN Ply Std Pac/6510 El D YSPVS6510D E06 Flat 4 1 A0474602 Job Reference (optional) A7 ROOF TRUSSES, FORT PIERCE, F1-34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 32014 MTek Industries, Inc Wed Feb 0409:21:04 2015 Page 1 ID:zrKBM_X0g7aNEtH=QGiHHzovL4nkQhPE2hhSdXMB_nia7K3Ca0oA6HSQv6vrASJAzaaAj 6310 12-7-5 6310 6-3-10 1 4x4 = 1 T1 .5x4 An An 7 5 8 6 _ 4 3x6 II 6310 6-3-10 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg Ld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.14 5£ >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -0.20 5-6 >752 240 BCLL 0.0 Rep Stress Ina YES WB 0.60 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight 691b FT=O% 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 puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 1 O-O-o 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 = 554/0-3-2 (min. 0-1-8) 4 = 554/0-3-2 (min. 0-1-8) Max Uplift 6 =-259(LC 6) 4 =-259(LC 6) Max Grav 6 = 554(LC 1) 4 = 554(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 260 (Ib) or less except when shown. TOPCHORD 1-6=-498/544, 1-2=-671/634, 2-3=671/634, 3-4=-498/544 WEBS 1-5=-6701709, 2-5=-497/680, 3-5=-670/709 NOTES- 1) Wind: ASCE 7-10: Vult=170mph (3-secend gust) Vasd=132mph; HVHZ; TCDL=5.0psf; BCDL=S.Opsf; h=25ft; Cat. 11; Exp C; 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=1.25 plate grip DOL=125- 2) Provide adequate drainage to prevent water pending. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except at --lb) 6=259, 4=259. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 1 aelaae.M.ienyhmdr.mr-o-noorlrvsmf'Uurtysrvnnmrr[oeommsrmlourreun111cmommnmlml.m. murdnnemm�Im,rma Mn.mi, m,.or,ipar.iy Po%min.es,Im.yt mr,,,rwxulmrnm nrtnrnmmWnmaarmmo,r�rylmrinaa. r:mnaWrmemamnm�.ra e.lm„n,rini.mW,femu:roe:m)dr"a.r.rlm�rpryn..,rm®aapa,,::rl.rli..in",r+bsgl.n,emmamuprur„yud.amo✓,,ms�ml.rump..".M.,,:ay,.cnm,,ronsryr.,.dm,u.,, lUUU3LEE, P.E. nrrm�mmmrmuml.rr:llnraalmxumnemp.u.olr,:wem'�.,ree�o-,eaWW,merrunnrnn,aKnonp.me #7486869 LneMp.Perim,elMimemmrMryemis,mlpeeWndlYAil:p[xgamnklehlipwiiaB[591demlhRlm1911 nr MnmelMpeeNeeilanv Rll ee sesNm,P^dar'esmAediestldeM, k,grin,Ira,O,�grlepmrlmiWmlgartnm,mRnrimWhtlhr 1109 Cnonol Boy tuinwom=deMuniAgpNphvin:mt Iklmsh,9nlgirni,emNlnlGgmeupimvrm,lrytrminimlagtracmr IB upiefmdinnmendeBeeal111. Boymm Bead, K 33435 GpIdpYB'm1lnlM lmvffifm,In,IL ppo:usdd,dumm,igWe, i, paNeliakani:ulmri„bksll lnllmm-hlinlrv,lf. Jab Tru$s Truu Type Dry Ply Std PaC/6510 El D YSPVS6510D E07 Flat 1 1 A0474608 , Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 14x4 = Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Wed Feb 04 09:21:05 2015 Page 1 ID:zrKBM_XOg7aNEtHWOOGiHHzovLFFwz3da3JSmIOzVirieZCP6BJaSVBSOG7Vwg=o Ai 1.5x4 It 2 4x4 = 3 T1 Vvi VVI 1 a 7 5 a 1N — d 3x6 11 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0A9 Veit(LL) -0.13 4-5 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -0.20 4-5 >724 240 BCLL 0.0 Rep Stress Ina YES WB 0.67 HOR(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2010rTP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural woad sheathing directly applied or 2-2-0 cc pudins, 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) 6 = 55410-3-2 (min. 0-1-8) 4 = 55410-3-2 (min. 0-1-8) Max Uplift 6 = -259(LC 6) 4 = -259(LC 6) Max Grev 6 = 554(LC 1) 4 = 554(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 1-6=496/542, 1-2=-851/804, 2-3=-851/804, 34=496/542 WEBS 1-5=810/857, 2-5=491/673, 3-5=810/857 NOTES- 1) Wmd: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf, h=25ft; CaL II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL--1.25 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live loads. 5) `This truss has been designedfor a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=1b) 6=259, 4=259. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASES) Standard 3x6 II PLATES GRIP MT20 2441190 Weight 65 lb FT=O% ©Ylmir.lbumamrq,m..bxmmlmsus(s[uu1 mmnlmumianamouxl�umllmwelaswarbn earl.y+Pse,r,r,n<,.�s,u.,,w,ya..ylmgrm.bti,l+c rlydm.+ummm+,,.. us,+mn.i,.vnn.m,I%.hwldm..e. /uW5 hi.W6.uB4b Nob Ww l+.nn,M14^ymm(u.SPiairl5^+^LM1ma..YtW,mewnnn.Ir. I-PA,r.lmlimaq i"n lbbkuPa M+M -111hl.MmL.h.eeluml.M14vynwF tYWr,.OIsn. WitrLryr.vail+n..+ �' F.E W urrNaquM,vlo.,aNrnmon:eamnr,min'vd.On,e,tt.eurnwApv.brae.bm+hn4m.nCbinmmtlSuluh.Eml.bnV.adm.No.l.rrvu.unmelm.:aaivl m'Ieyunn...arum.aEe,®>,eaam,e,p.alkrpnwY,lh�9.,.1 #34869 INnA.r. YMe+,d.diftrlYOrlkpx'se+vl Ptlebvilal,dfaplmgoe9Lhryl.IwvJu96BrAaa11(m W fW u.,tlnmMbpNldlma 11111efq,mev,pdbnbeEMk,aklm, k,yw,Iin, Be jef.jemnlLm Yem.bµ.bt.IlmivhRedlr. 1109 Cwnnl Bny ImlMvprvlepirriiellY+BpNtiwhd blm+Otip4rvbi,Y0I0+10Q IYnrywutnu5p.oplivblvghtiNM 01mgY<4dluertnlefmtlum I. Boy,mm Beadbn 33435 r.nnda&RIIII Imlln,urbmlm,Il lepduMdXnlw.mN,uorb.,bpeYBMr'feMniilnrye+r M1m11 WI,nu+-1dmIM11 Job Tnass Truss Type Oty Ply Std PaD/6510 El D YSPVS651OD E08 Flat 1 I A0474604 Job Reference (optional) AT ROOF TRUSSES, FORT PIERCE, FL 34946 1 4x4 = Run: 7.600 s Oct 3 2014 Prim: 7.600 s Oct 3 2014 MTek Industries, Inc. Wed Feb 04 09:21:05 2015 Page 1 IDMRBM_XOg7aNEW WOOGiHHzovL4Fwz3da3JSm1OZLZzrieZcP6A7aRMBq(G7Vwg=oaAi Dead 6'415e0. = 1/16 in 3 W7 Va W7 W2 W1 6 7 5 8 318 = d 3,06 II LOADING(pst) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Ina YES BCDL 10.0 Code FBC2010rTP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural woad sheathing directly applied or2-2-0 oc pudins, except end venlcals. 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 quid.. REACTIONS. (Ib/Size) 6 = 55410-3-2 (min. 0-1-8) 4 = 55410-3-2 (min. 0-1-8) Max Uplift 6 =-259(LC 6) 4 =-259(LC 6) Max Grav 6 = 554(LC 1) 4 = 554(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. ' TOPCHORD 1-6=492/539, 1-2=1157/1094, 2-3=115711094, 34=492/539 WEBS 1-5=1053/1114, 2-5=480/661, 3-5=1053/1114 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.0psf; h=25ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone;.canfilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; LumberDOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water pending. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. CSI. DEFL. in (loc) I/deft Utl TC 0.91 Vert(LL) -0.14 4-5 >999 360 BC 0.71 Vert(TL) -0.23 4-5 >653 240 WB 0.82 Horz(TL) 0.00 4 n/a n/a (Matdx-M) 5) • This truss has been designed for a live load of 20.Opsf on the bottom chard 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=1b) 6=259, 4=259. 7) This truss has been designed for a moving concentrated load of 200.0I1b live located at all mid panels and at all panel points along the Bottom Chord, noncencurrent with any other live loads. 8)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss - LOAD CASE(S) Standard 3x6 II PLATES GRIP MT20 244/190 Weight 62 lb FT=Ok 1 nlxivr.n¢„amuyN ^Y.i a'llooin056tSF10rL wit Ulm ompYUMOMntBBlljaauamWRYfYI �m hry4upn�m,imdntlno,.iNumoa�dni,1110P�mlp,ffi,Iv, It le!n..uaX M.,w. W,nmv.iu,iNl. Sw,.NYSdwo,m, r6mm'lhwliva, zo.bx e.1i math.." d, hp..Liul..1110 ^]i.i.n IOIi M1a„4.WaiiiYrmf aeliitl.rllnJNr..b IN l.lYsy. nun Yr JULIUS LE P.E. rip p,m6Ymn,uodar.d.utlti,i�m I¢p111MIhLmPm11Yo1bonn.IkermS.9brztlryMVlMLbilr.Nm.YY,pmmdM1I1LM1140ebd N/ml¢a.mI1rI I. iM9pntld0.loowlg611netlMimt YlefgltleyYmry.iorMnmlYn4'�MMupnl4Nd W1uY..lA,gmu1 #34869 (.nviv, a.olnM W i W NomaMPvh,swl Rl,6ustlh Ld!sp(vgaYLl,ry Wmm4¢QeQpl44dlrRlvdfRlm Mvm,iY,r�mdpY6vn MI I,&thmwvlSfinml a.1Y[d2tnnoe,yov,Im, d,N.erymnalm� Wmltlmgwhn.lnm4rmtlh. I109 Cooital Bay furtMp¢Iop YnifiAh.rluN,sYm4tl. IYim,0.y,lywvi,Y01M1iL1ry0.vTuminuSrnmfgdevlmgYLvr al¢pdetlmmv.nldeel Y1111. Bornim BeoA, rl 33435 (RI'NOOTlllllml4nu.i6nlu rl Iq.1.I�dlNlu.4Ygb.,MhdAnl.1W.Vnlveui1*tmYlm,n-1GIe4 n. Job Truss Truss Type Dry Ply Std Pac/6510 El D YSPVS6510D EO9 Flat 1 1 AO4746O5 1 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 14x6 It Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc Wed Feb 04 09:21:06 2015 Page 1 1.5x4 II Dead Load Deft. = 3116 in 4x6 II 3x6 II 3x6 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vart(LL) 0.17 5 >864 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.31 4-5 >476 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.61 Hom(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2010rTP12007 (Matrix-M) Weight: 59 lb FT=O% 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 2-2-0 oc pudins, except end veNcals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpl 1-5; 3-5 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8 = 554/0-3-2 (min. 0-1-8) 4 = 55410-3-2 (min. 0-1-e) Max Uplift 6 = -259(LC 6) 4 = -259(LC 6) Max Grav 6 = 554(LC 1) 4 = 554(LC 1) FORCES. cab) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-6=479/529, 1-2=1780/1683, 2-3=1780/1683, 34=479/529 WEBS 1-5=1525/1613, 2-5=451/632, 3-5=1525/1613 NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.0psf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope) and G-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 pad bottom chord live load nonwncument 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 3a41 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 grlb)_6=259, 4=259. 7) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonwncument with any other live loads. 8) ".Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design . of this truss. LOAD CASE(S) Standard ¢emg6.lbnm"npVl¢�e,me strum n Mlj W4W1'"00160151pW1!¢mlllmmmlWuml'mn Mar 1.111 11W mlmina m<I,. ry.i.,rme:auem..m¢et.n,,l,mnl,oaoiem�n..wuoen,.,.ImIm.mv.Mogumnr avmfn.nylA.amg+lmsu�nbndMn�a..:m.ralo%om,.ra"a�mnC.m."nnComnl+„ou,ur^r^ov.vnmwl�inl.wnn�%r.a.,a�:snryaMrom,onm n.ar ulmeM',tl,rtn.�m,.,%,llm%a,:.41xwml.a irmtwr.sq.urnvm.:ml. rnmL...lmn�„gr.r,.me,, smmw.¢�mrmaltlaamq�.u,ln.r%�aa.m.f 1VOU8lFF, PE m--.#74869g 4meM.1lMn,a Mih101o16eluhe,wtlµdeEnvdhmii"IIN�tlmM17laeotirwpl9 Mrmarylg411an„AnvnAbpvdrybm,. Rll E,bnhnvaiWbie,®EdaMtllnlm,pyen,Gn,0.upem;mernllm,YewMagnkv,Xvnvl,mall, 1109eavno1Boy fWmo¢eJogsnililryelpbvmYMhsm,kyelrynutl0l¢a LYlLelletiP". Lngpac6giwalee%kif"l tl^rllefMunan,leggillll. eoymr, Bevdyn JSaIS 4brym®TIIII IJln,uuNm,le51L IryaalstlfY,4wma,iN�+qi,phTIDbibin6lnlemhti%M1o.nlnllmvt�MinI0.1F. Job truss Truss Type Oty Ply Std Pac/651O El D YSPVS651OD EG5 Half Hip Girder I 1 A04746O6 Job Reference(optionall At ROOF TRUSSES, FORT PIERCE, FL 34946 4x8 = Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Wed Feb 04 09:21:06 2015 Page 1 ID2rKBM XOg7aNEtHNAQGiHHzovLF17XRgw4xD4uFbUeAP?gpedfML nhwTkPM9fDN2zoaAh 4 e 10-77-8 r Sx6 = Plate Offsets (X,Y)- 11:0-4-14,0-0-41,12:04-0.0-2-121, 14:0-2-14,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.06 4-6 >967 360 MT20 244119D TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(rL) -0.11 4-6 >509 240 MT20HS 187/143 BCLL 0.0 Rep Stress Ina NO WB 0.00 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2010/rP12007 (Matrix-M) Weight 23 lb FT = 0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x8 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-14 oc pur ins, except end verficals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilmers and requiretl cross bracing be installed during truss erection, in accordancewith Stabilaer Installation uide. REACTIONS. (lb/size) 1 = 106610-8-0 (min. 0-1-8) 4 = 1003/Medlanical Max Horz 1 = 91(LC 16) Max Uplift 1 = 502(LC 6) 4 = -535(LC 6) Max Grav 1 = 1751(LC 13) 4 = 1192(LC 15) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOPCHORD 1-2=-2147/604, 2-3=974/383 BOTCHORD 1-7=631/1964, 1-8=383/974, 8-9=-383/974,4-9=383/974 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf, BCDL=5.OpsY h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25- 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) 1=502, 4=536. 9) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcortent with any other live loads. 10)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 42 lb down and 78 lb up at 44-8 on top chord, and 1691 lb down and 406lb up at 1-0-12, and 766 lb dove and 341 lb up at 3.0-12, and 29 lb down and 23 lb up at 4-4-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Incease=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert 1-2=70, 2-3=70, 1-4=20 Concentrated Loads (lb) Vert 2=42(F) 6=809(B) 8=766(B) 9=29(1`) runar.nn„B,nyk,,••ro..uoorm�ryun1mnnnrxnmuwinmmBn[rymrpnmmmaurmr..mrye„,r.,.x.,w,w.�n.m'„un,o<rr,oa.:[POq.en,mr,..¢[a�.wmsnn,. 1WUS m:um.u,ama„nron.,rruu,:,..e. P.E. un, �+ r..runuradmr.�mapan.o.n�sow,mrean.�e�sueteo-�rn.:n„cam,rmncwnGner.awvom..ami.n,.r�mamrmw.rr,nn,amm,sm�r.umK>a:s,.:oam:nobymusa,ayn�asgrm,rynrwy..r #7486tE 9 (cam.nnrnN,n:&@WnahPau5ad .coca,MGM,,,e.arAv,.Edri,aMM,N.i+u,Ln,o,WniantlrmrYvint:n.nk,mu.iue,raan, claw eeennr Bur Nontlgnlep a nlaah m M1tinbaw M1N„dap[n'anBB0l Baili[D.WR nitry,n[NOnrnq Flwr aupea,aein..neAa bm t a ,Ran BeaA R 33435 (,nrlpuomN itlun llsta,11.1q,6tin eE Imam.: a,Wahr,l Rne vmnp wa M1wn WT v JAnEnrL Job Truss Truss Type Cry Ply Std Pac/6510 El D YSPVS6510D EG7 Jack -Open Girder,„. 1 1 A0474607 Job Reference (optional) Ai ROOF TKUSSES, FORT REKum, rL.»wa Kun: r.ouu s LOCO 3 ZU14 Pont: 7.600 s Oct 3 2014 MI 1.5x4 11 4 4.M0 12 3x6 3 1.5x4 C 2 Tl 1 B1 Li k & 10 11 12 g 4 6 5 9 5.8 11 4x6 II 3x12 9 Inc. Wed Feb 04 09:21:06 2015 Pagel Dead Load Deft. = 118 in Plate Offsets (X Y)— 11:0-3-13 0-1-81 M3 0-2-4.0-1-81 I5:041 0-2-01 [6:04-12 0-1-8] LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.90 Vert(LL) -0.09 6-8 >896 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -0.20 6-8 >414 240 BCLL 0.0 Rep Stress Ina NO 1NB 1.00 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 38 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SIP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-9-1 on pudins. BOTCHORD Rigid ceiling directly applied or B-5-5 oc bracing. - MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uitle. REACTIONS. (lb/size) 1 = 185310-8-0 (min. 0-2-2) 5 = 1571/Mecharical Max Horz 1 = 142(LC 4) Max Uplift 1 = -849(LC 4) 5 = -735(LC 4) Max Gmv 1 = 2565(LC 14) 5 = 1579(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=3328/1311, 2-3=-2206/914 BOTCHORD 1-9=1312/2962, 1-10=1324/3002, 10-11=-1324/3002, 11-12=1324/3002, 6-12=132413002, 5-6=911/2037 WEBS 3-5=2727/1220, 3-6=-1048/2637, 2-6=1094/453 NOTES- 1) Wild: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsh, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); canfilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot-lb) 1=849. 5=735. 7) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcunent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2003 Ito down and 492 lb up at 1-1-9, and 924 Ib down and 407 lb up at 3-0-12, and 901 lb dawn and 396 lb up at 5-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert 1-4=70, 1-5=20 Concentrated Loads Ob) Vert: 6=901(B) 8=-983(B) 11=-924(B) ndies.m,.n.,rush,,,:.m•flmoFnofieliwnlwamm�acm¢mmsimlomfmnr7lmonmslmrl.n Karl,.r..m,.a„am,.iS:I.,m,iPon.:s(mofaes<:w,narEeu,.., ss,a:m,,. um,.ie,:M„ma. n,mo..gww,.ma. • oon.ru.,NDomoms.,wf,.c.,as mooT-%� .K.atoDmTnkTo l.meaa",wi..:�l,.a�,,aasr r."arum„ JUOUs ILf.mmmmiiN]lea.piaafelrw:ya,n,,imnn.Pnil„g.nurrroo.dImapnmi.nnon.:,,"nrm,M1�,tln.o,M.a.aooq,nma,Reh.ynv.na1b.isly'+nlunoY�i,KnPeNwoonyti.er.raum6,iry.AP,l.neaaiu6mnm�euamllinmmPtaa5n7mao.aanSfcySce:r.ehenttlanmg.olllv9uinne:uurt.:mmI.,mm:ri.iiaYl,biaopilm.mw,,dnyr:Pn&wl"e•6aanaoimMmoGl..ae,uik,r,a,pl..,d.narsn<r.mda,.aidn,oe.an,rm.y„awcu,y.ear,l,r.N:„,eon.n,y...uapsmA,nymams,wWmed,..yla..µ,a.sko,a,.mnnm.iru�.N r %aas ah"..a llo#9 eoEP 3491 Boyntm Be f.11a1a'gmllalltllnwHaPo, b,lf. YPa.ii.alY,Emma,:eglm,i,PYffiLEivhanbinlna,v. M1..II bflm",�mh,Ig1E Jab Truss Truss Type Oty Ply Std Pac/6510 El D YSPVS651OD FG1 Flat Girder 2 A0474608 Jab Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct Wed Feb 04 09:21:07 2015 Page 1 Sx6 = 1 3 4 T1 W1 XZ4 W1 B1 15 16 7 17 18 19 6 20 21 22 23 8 3x8 MT20HSII 6x8 = 3A II 49-7 9-5-1 14-2-8 49-7 I 4-7-11 I 4-9-7 7x6 = Dead Load Dell. = 1/16 in Plate Offsets (X,Y) - 11:0-2-12,0-2-81, 12:0-3-12.0-1-81. 15:0-1-12,04-121, 16:04-4.0-1-81 17:0-3-0.0-3-12) 18:04-12 0-1-81 LOADING(psf) SPACING. 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.09 6-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.14 6-7 >999 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO TAB 0.82 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight 227 lb FT = 0% LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* Wl: 2x6 SP No.2, W2: 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-11-7 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8 = 6544/Mechanical 5 = 6121/Mechanical Max Uplift 8 = -3561(LC 4) 5 = -3292(LC 4) Max Grav 8 = 6900(LC 14) 5 = 6121(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1.8=5603/2899, 1-9=-5879/3302, 9-10=5879/3302, 2-10=5879/3302, 2-11=5879/3302, 11-12=5879/3302, 3-12=5879/3302, 4-5=545/284 BOTCHORD 8-15=118/277, 15-16=-1181277, 7-16=118/277, 7-17=3029/5607, 17-18=3029/5607, 18-19=-3029/5607, 6-19=3029/5607, 6-20=-3029/5607, 20-21=-3029/5607, 21-22=3029/5607, 22-23=3029/5607, 5-23=3029/5607 WEBS 1-7=-4033/7109,2-7=-3187/1735, 3-7=-343/981, 3-6=-1303/2501, 3-5=-6798/3676 NOTES- 1) 2-ply truss to be connected together with 12d (0.131'rx3.25') nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc clinched. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 ce clinched. Webs connected as follows: 20T4 -1 raw at 0-9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.0psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 4) Provide adequate drainage to prevent water pending. 5) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live loads. 8)'This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit bebvvcen the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide metal plate or equivalent at bearing(s) 8, 5 to support reaction shown. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except dt=lb) 8=3561, 5=3292. 12) This truss has been designed for a moving concentrated load of 200.0Ib live located atall mid - panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 13) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentated load(s) 1539 lb down and 356 lb up at 1-7-4, 282 lb down and 1821b up at 3-7-4, 19871b down and 1107 lb up at 4-6-7, 484 lb down and 207 lb up at 6-5-10, 484 lb down and 207 lb up at 8-5-10, and 484 lb down and 207 lb up at 10-5-10, and 484 lb dawn and 207 Ib up at 12-5-10 on top chord, and 919 lb dawn and 405 Ito up at 0-2-12. 919 lb down and 405 lb up at 2-2-12. 914 lb down and 472 lb up at 4-2-12, 911 lb down and 479 lb up at 6-2-12, 914 lb down and 493 lb up at 8-2-12, 9121b down and 606lb up at 10-2-12, and 912 lb down and 521 lb up at 12-2-12, and 9121b down and 521 lb up at 13-0-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plq Vert: 1-4=70, 5-8=20 Concentrated Loads fib) Vert: 8=919(B) 2=-1376 9=-621(B) 10=-178 11 �484(B) 12=-484(B) 13=484(B) 14=484(B) 15=919(B) 16=914(13) 17=911(B) 19=914(B) 20=912(3) 22=912(13) 23=912(13) QIInnIY4.Nn,Nu0 r„k. m2 -11100TUSSAMMI MAT mN I mYORIM WOKu YunglllXcml4quon.n. W,"'g,rvmrmr,nlwle,nlM I— On, On.,fli%mfn.ki,lgrnetnu,s1nl41.e,v bkm,Mavvt@I ..,TOO, .1, Md.m/. rtmsebemn.wnnmB„d41,.rune.r:.[nbn0,.irMrlq.,.11wd*.Pom.r„nn..r.y.anrra.nr.i.:m.v�krylmw'ram,aLu,mrmkl.e.eo.y.r,mt IMs�rmw'..kr rr.rrl:,,,.nasry Nn.aarm. IUUUS IEE, P.E. bmlallnr%eemnrSdryulmonn.Xev.®tNbuM,Ommakdukrb4"cunlmmaml¢mor,mlaitlenrwememt myrnanwmu,n.rrw m,nmmu.I,rpkee:avp.:Welk,"Ik®I.,boYm,vy„utieramiYw9M.n1 #34869 [a4[Ix.I1,It,vvIMiNID1oEMFmk.IN1^I,Nlvlblei4p(.gagN,ryleMmlrP6RIWhINIRN5K1v,Mevelbpntliafue. nllle(nvNllyw,AY6vvl WkvdMM,Ntiye,LnvGtinLpay.IlrvnYw6lav,mku,fnmleraalr, 1109 cwo.l Bar f ubrynleykniiglrJl.ktM,A llel,mMtip Llanil4plMketfili"'r^..IrnlSMmlrykevhglNhb MO Alnn.,nl,bdhmL lvytm Bemb, R 33435 Orinrtl rin11114tllrn'M Job Truss Truss Type Qry PIY Std Pac/6510 El D YSPVS6510D FG2 Flat Girder 1 m 2 A0474609 Job Reference (optionaD At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Prim: 7.600 s Oct 3 2014 MTek Industries, Inc. Wed Feb 04 09:21:08 2015 Page 1 ID:irKBM_XOg7aNEtHVMQGiHHmvLFfVfCFc5Ckh8ygalYXQBHE2ksana00KBigS8KSx aaAf 16 24 15 25 14 26 13 27 12 28 11 29 10 30 9 3x4 = 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) pdeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(L-) n/a - n1a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(rL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Ina NO NB 0.20 Horz(TL) 0.00 15 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 237 1b FT = 0 LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x6 SP No-2 WEBS 2x6 SP No.2 *Except* W2,WJ: 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 10-0-0 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: I M-0 oc bracing: 15-16,9-10. REACTIONS. All bearings 13-10-0. (III) - Max Uplift All uplift 100 lb or less at joint(s) 9 except 16=-362(LC 4), 15=1142(LC 4), 14=-1640(LC 4), 13=-1446(LC 4), 12= 863(LC 4), 11=1006(LC 4), 10=-1018(LC 4) Max Grav All reactions 250 lb or less at joint(s) except 16=917(LC 18), 9=297(LC 25), 15=2668(LC 19), 14=2968(LC 20), 13=2973(LC 1), 12=1831(LC 1), 11=2062(LC 1), 10=2067(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. . TOPCHORD 1-16=271/95 WEBS 2-15=1350/498, 3-14=1701/1024, 4-13=1012/587, 5-12=5741259, 6-11=632/317, 7-10=-656/327 NOTES- 1) Special connection required to distribute top chord loads equally between all plies. 2) 2-ply truss to be connected together with 12d (0.131'W.25") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc cinched. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc clinched. Webs connected as follows: 2x4 -1 row at 0-9-0 oc clinched. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf, h=25ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 5) 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 ANSIfFPI 1. 6) Provide adequate drainage to prevent water pending. 7) All plates are 2x4 MT20 unless otherwise indicated. 8) Plates checked for a plus or minus 0 degree rotation about its center. 9) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 10) Gable studs spaced at 2-0-0 oc. 11) This truss has been designed for a 10.0 par bottom chord live load nonconcurent with any other live loads. 12)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except at -lb) 16=362, 15=1142, 14=_1640, 13=1446, 12=863, 11=1006, 10=1018. 14) Non Standard bearing condition. Review required. 15) This truss has been designed for a moving concentrated load of 200.011a live located at all mid panels and at all panel points along the Bottom Chord, nonconcurent with any other live loads. 16) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1631 lb down and 491 lb up at 1-7-4, 2821b down and 182.lb up at 3-7-4, 1864 lb down and 10151b up at 4-6-7, 484 lb down and 207 lb up at 6-5-10, 484 It, down and 207 lb up at 8.6-10, and 484 lb down and 207 lb up at 10-5-10, and 484 lb down and 207 lb up at 12-5-10 on top chord, and 1361 lb down and 603 lb up at 0-11-14, 1360 lb down and 587 lb up at 2-11-14 , 1360 1b down and 587 It, up at 4-11-14, 1360 lb down and 587 Ib up at 6-34, 1354 lb down and 684 lb up at 8-3-4, and 1353 lb tlown and 693 It, up at 10-34, and 1354 Ib down and 702 lb up at 12-34 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-8=70, 9-16=20 Concentrated Loads (lb) Vert: 13=-1360(F) 12=1354(F) 11=-1353(F) 10=1354(F) 17=774(B) 18=178 19=1220 20=484(B) 21=484(B) 22=494(B) 23=484(B) 24=1361(F) 25=1360(F) 26=1360(1`) gaMI0Mnnaojh,eremne'41 rO4n11fi9$rJIl11}6n11LLmRt14191IImSMIOmnrAOrilllmbrlle6lRArbrt leilrlivppWnsoJrttlntn.AY,hn,OeigOmvrll4'lld Nli�teq RlhmeLrtlkbeme.Wn, enmmin,MgaIk10D,,dyWlM1nmvOm fUUUs pha„Meweveraaroovs..ul,.Ln,0.y(erynB;Ilna,rleyuy mmWegm�in+"I,..nrm�+mar.an...A�mgrtymunlaaeegalb�:y.l,„,ly:aanmloo.b�mml.lbsye„mnp.yky,.aHn.Wmaryr,vmtlnu,n IEF�P.E m.r E:Jry 1,men,peu24rydneo„gmeamnr,wweleo.Immekucy u,rym.muennmmisnCnelNmly laaNrnAe.Iml. raya,.mdmemonlyMuneda,lnu:ab"Ik^mRmmm.abAfinwmum�k94me,nlonil'Sryd4RiYq P,yennl N3A869 [rum.IrnlnuMbleNOvlkl�mtimml4a�m",dlYd3fmpinyeemlelery Me,mnmplLµWealimd9fln"IemneiM>dpEw.Pll@fmn6,nlwvlNnmlR.ui,dn, M,A,Jgv,Ira,4apelpmeeNlm,Ylotlmlvns6o.tlnmisshfmtlry, 1109 Coastal Say ranmeme,Ipu o,nq M M MSasi,d rn rm, k,ka k ffh4T*rWNA P Vofflnn Slmmbp,4fz,q rMmr a n. AM mn.l 1Gdi m 1. Baymm Beady R 33435 rryitlAb9IDlln W In,vedtle, W,IL IepehimdN,Aamne,iglugnr,l6ltl eitMnM"lenn4mhom112ed4mvv-0mdw,lE Jab Truss Truss Type Qty Ply Pac/6510 El DYSPVS6510D FG3 Flat Girder 4 2b rtd A0474610 Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Wed Feb 04 09:21:09 2015 Page 1 ID:zrKBM_XOg7aNEtHWOQGiHHzovLF7lDaSy6gV7Gp5yt1481WmFH7dBuP71726ut_NzoaAe t 4x5= 24II t 4x6 TI W1 AQ W1 13 5 14 3x8 = 3N6 II 3x6 II 6-3.10 6310 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) UdeO L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.07 4-5 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.11 4-5 >999 240 BCLL 0.0 Rep Stress Ina NO WB 0.41 Horc(TL) -0.00 4 n/a n/a BCDL 10.0 Code FBC201 OrrP12007 (Matrix-M) Weight: 1611h FT=0 LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* WI: 2x6 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6 = 1446/032 (min. 0-1-8) 4 = 129010-3-2 (min. 0-1-8) Max Harz 6 = -174(LC 4) Max Uplift 6 = -1159(LC 4) 4 = -1067(LC 5) Max Grav 6 = 2017(LC 13) 4 = 1894(LC 15) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOPCHORD 1-6=1851/1176, 1-7=2085/1315, 7-8=-2085/1315, 8-9=-2085/1315, 2-9=-2085/1315, 2-10=2085/1315, 10-11=2085/1315, 11-12=2085/1315, 3-12=2085/1315, 3-4=1728/1084 WEBS 1-5=-1380/2137, 2-5=-139311144, 3-5=-138212137 NOTES- 1) 2-ply truss to be connected together with 12d (0. 13 1"x3.25'1 nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc clinched. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc clinched. Webs connected as follows: 2x4 -1 row at 0-9-0 oc clinched. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opst,, BCDL=5.0psf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL-1.25 plate grip DOL=1.25 4) Provide adequate drainage to prevent water ponding. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 par bottom chord live load nonconcument with any other live loads. 7) m This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 6=1159, 4=1067. 9) This truss has been designed for a moving concentrated load of 200.011b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 500 lb down and 220 lb up at 0-2-12, 282 Ph down and 182 lb up at 1-0-8, 293 It, down and 193 Ito up at 3-0-8, 293 lb down and 193 Ib up at 5-0-8, 293 lb down and 193 lb up at 6-3-12, 293 lb down and 193 lb up at 7-7-01 293 lb down and 193 lb up at 9-7-0, and 282 lb down and 182 lb up at 11-7-0, and 376 Ito down and 126.1bup al 124-9 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plq Vert 1-3=70, 4-6=-20 Concentrated Loads (lb) Vert: 1=279(13) 2=177(B) 3=122(F) 7=178 8=177(8) 9=177(8) 10=M(B) 11=177(B) 12=-178 r"Hi YFMnl1"wp`Ipuimlb'l llppi110f95j1NF1}inmillm{IOYNIIOYS[MOYfIrLL'11111IbpYImNYFAI'Iert MAlieuppevlmolrtdnlnxllh Lm N4lrhniyllOPnEHelr'.lee,Il lJemrLnl4lnou LL4nrHemiu Jablabrlpp, Wy Am.Iynr yril4ru11e MNp¢4roYL brbruhyeLpiu lm,fptiJlfl,pre4lbutlwglpprprrx.Xwmpmvtlllpr6rvmeJepnq,ryrrvYlM1f 1¢M 101.Wi4x14 T11111 tlub161wIY.n6i RII.M1h,Pnu"PiwL6rlryrw6ion,uild&ryMmJMr4mr Julius LEE, P.E. W nrltllblbMrnpul[�ryq Hepmr.Mpmfrrpl'velrpeolvMLtlfy&M'iniNm0u1tl MI1C0rI1Gde Mildlipubwlllll.M9PnJm1011ppw1yhll rutlHrinwlMeL+Im9Liw6nNal4isLJVL4MrrrryWlNltlMbAEX bJYeN #34869 rrrANw.ILwMUInliMlppwlMl�mwdfudr4ndMlNieplv9rutl'x4ryldeml�n AW MIJrdlflpw15111n Nnm¢iMlwdli6n.I1111rrmrMn,pdLHneEMYrJHeLmbym,lmrhaplmgmel4ouYMmlun,uhurNmivbrmtlhr 1109 Cwval Bar 4endrP¢IopinYglYrLlmlln4rtl.rLM1NnRyaFgimilYplMLilfgO,rymvinufMmlgir,mlmq LIYrPl4rtllmrnrn4fie1 hm 1. agmm BewA, it 33435 fr101LBI111111Nlmmbfodg11. 1pMu¢0Hndv:ml,YwY6m, irpHlM1lrAulncmled,i NJllNlmvr.Y6,1411 Jab Truss Truss Type Qtv ply Std PaG6510 El D YSPVS6510D HCA RAFTER 50 1 A0474611 .1 a Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Ina YES BCDL 10.0 Code FBC2010/TP12007 Run:.7.600 s Oct 3 2014 Print 7.600 s Oct 3 2014 MiTek Industries, Inc. Wed Feb 04 09:21:09 2015 Page 1 ID:YwMtnYTmRGkHb8J—PTy?KynOd3-7iDaSy6gV?GpSytl48j WmFH?iBzN7pU26ut_NzoaAe CSI. DEFL. in (loc) Well L/d TC 0.35 Vert(LL) 0.02 1-2 >999 360 BC 0.00 Vert(TL) -0.01 1-2 >999 240 WB 0.00 Horz(TL) -0.00 2 n/a n/a (Mabix-M) LUMBER - TOP CHORD 2x4 SP No.3 BRACING - TOP CHORD LOAD CASES) Structural wood sheathing directly applied or 2-9-5 oc Standard pudins. BOTCHORD Rigid ceiling directly applied. Mi rek recommends that Stabilizers and required cross bracing be installed during truss erecfiai in accordance with Stabilizer Installation uide. REACTIONS. pb/size) 1 = 93/Mechanical 2 = 93/Mechanical Max Hom 1 = 41(LC 8) Max Uplift 1 = -69(LC 8) 2 = -78(LC 8) Max Grav 1 = 93(LC 1) 2 = 93(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=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp D; End., 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=1.6o 2) • 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. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. 5) "Semi -rigid pitchbresks with fixed heels" Member end fixity model was used in the analysis and design of this truss. PLATES GRIP Weight 4lb FT=O% rtmaa.lmnn..,yh r.m.a.0 IvallduffirylMmmunulslmlomminmvunrom111mvmnnluari.el. erap<W M�MmdmdN<,.rtivlm,m,7w.�PvuNmaa,lmrL mm,.wal.m... wa,aromAvmaa¢mllp.nhxudmma. ka„wl..wB,mnvn�.ua.lm, a,yarmmV,.,sMiarlly..rymw..glom,¢n.n..r%marslrv.m:�a.r."�",¢aeuall.ma,y.ama,plr.,, a%cod.mmv.h.,+ml.md,.�Rm..mvey,naran,wolmhr..ane,u., JUWP. W g1dIAry6tlerespvu�aryAmpus,M1O,vtvNmvelrym.m WSminW.n.ammmemimllCMnCneIW6aEapueesaRl l.Myyntldm RL¢I¢Ytx4neA0olrnt Nadi%M BJmm.�+m0rrnelr®1.,694m,eym5ifrya Nmhghipn¢i 1/348P.E.�4669 faNatlw.11.oM VIMiW NU¢aMvmercn¢lpaeFntllkldlapfmp+ALM11AmtlinB�{d6sYtllylgdflnun0a;Wdkasce.dr.vamlmMngadSPnNNavd%Imsmysr,Gnsds®,aVemnilrmsYdeln<I eHnAmised,f"dY/, 1wBead% Bay av4utapeJUMundrylrYpksartlnl mlmshs(vfgieviilplmtLafxlmTn.InnlRlenly,glve%hddeq W Wafittllamv,nleritl6ml. Bopnm BeoA, fL 33635 IvenAma1111111mImmMminll Rpk,INd%sdmnm,iv%Nu,'nr'�.iHMniIImM^B,Nm"Ilmllmuv-MwIgIL Job Truss Truss Type Dry Ply 10 El D YSPVS651OD HJ3 Diagonal Hip Girder .6 1 A0474612 Eferenw o tional At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 32014 Prim: Wed Feb 04 09:21:09 2015 LOADING (pall SPACING- 2-0-0 CS]. DEFL, in floc) I/deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.31 Vert(LL) -0.05 4-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(rL) -0.05 4-8 >903 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.00 Hom(rL) 0.00 2 ale nla BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight 18 lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-2-3 oc pudins. 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) 3 = 90/Mechanical 2 = 18610-10-15 (min. 0-1-8) 4 = 331Mechanical Max Harz 2 = 89(LC 19) Max Uplift 3 = -72(LC 6) 2 = -173(LC 4) Max Grav 3 = 94(LC 16) 2 = 507(11C 13) 4 = 254(LC 15) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-779/52 BOTCHORD 2-10=84r796 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cal 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL--1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Ot=1b) 2=173. 7) This truss has been designed for a moving concentrated load of 200.0I1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 84 lb down and 96 lb up at 14-9 on top chord, and 81 He down and 53 lb up at 14-9, and 81 Ib down and 531b up at 14-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plo Vert: 3-9=70, 4-6=20 Concentrated Loads (lb) Vert: 7=96(8)8=59(F=30,B=30) QXFMIY6�IImrOmeyrynm M'k1100{R0545(5E1111}nM1111Rmt10Y01AMpIf10411r1YR1}1[IIOiRm61YFArImn.lmdY N'p•prmlmvdndnlevulY,l�m Or+ilrOn•yPO�MNIFIegllldmueLM4buu. LLlnuln•im,o¢In M100,rohWle6mmav pm++wwmrEl.l41me4..u.l,.w„a,9•Fqi.nN.k"aMris+.l14,M.wm9npn"n..npu.dl4ranurtivrnednrVm'YfilF.I4e,ryrdl4+F/rnn,eq:m.moo.ry.udnml.memlwr,anointh �dle,.,ilul'+uru+•uaBi, u"v JULIUS #3486, P.6 (.1.6yhmdW.A:MMOne,Ikmwi,myvtlrlM.h WEapp,ggylh®uIJMI1C¢NILNIdki1 V•1u1RIL M9YnddXr NOapgrulbaJYlmt'dolq�LemwµsYNrslhuV414mrt,prublgtlb4NUYm,Vmv! 9CAW.] Ineem.aY•Mv,aMYPelnvlmvelievW pa,4ntlmha l(grnn 44ryldmunMPPI 1dFmlIImMSYJ u.nlew,l........n.ml6,WnY„nFl46bGnMEaY+dm4m,d,pm,4m0.,p Lp:arnllmvYmAemn,n6n Gnd,•40.4h• I1f19ead,, FL 4nnryrdepri.nd,111e11emevFrlrtL Botm�4an41mni,Y0l Y, laNNivlOngwelnufryn(q'umbgid44 Y,vjml,Mmnern E,YSMYIfl I. 4mi1YSAlI111u11uwrYm LJLIq'Wdlli,Mme,Y Imm,ly Ytitl�AlMniln a1L Bopilm Beady FL JJCJS vp p po+u6oen Wlmm�Nnl Jab Truss Truss Type Oty Ply Std Pac/6510 El D YSPVS651 OD HJ3E Diagonal Hip Girder 4 1 A0474613 A Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Wed Feb 04 09:21:10 2015 Page i 3x4 = 4-2-3 4-2-3 Plate Offsets (X 1)— 12:0-1-3 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.08 4-8 >600 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.66 Vert(TL) -0.08 4-8 >596 240 BCLL 0.0 ' Rep Stress Inv NO WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 18 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 4-2-3 oc puffins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and "Clum' cross bracing be installed during truss erection, in accordance with Stabilizer Installation aide. REACTIONS. (Ib/size) 3 = 95IMechanical 2 = 27910-3-8 (min. 0-1-8) 4 = 27/Mechaniwl Max Horz 2 = 101(LC 4) Max Uplift 3 = -73(LC 6) 2 = -288(LC 4) 4 = -53(LC 5) Max Gmv 3 = 100(LC 12) 2 = 500(LC 13) 4 = 275(LC IS) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-9= 427/223 BOTCHORD 2-10=204/414 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.0psf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonwncurent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical wnnection (by others) of truss to hearing plate capable of % ithstanding 100 lb uplift at jolmt(s) 3,4 except at --lb) 2=288. 7) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcunenl with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 89 lb down and 102 lb up at 14-9 on top chord, and 169 Ib tlown and 531b up at 1-4-9, and 61 lb down and 54 Ib up at 1-4-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASES) section, loads applied to the face of the truss are noted as front IF) 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=-70, 4-6=20 Concentrated Loads (lb) Vert 9=42(B) 11=59(F=28, B=31) QVIIAIAeslrnnelle'I l 1007 A{Urmn, MUL 19W6WAMIB11 W.W. r ,lAmpP11B61ALAr Ira. W'6 .'.mMm1.4n.IM4w,0,dlBmigPBP,AI ml!nle4 rk p(r.6bkp�,MwYvO[yiMnnlwneNien�l.,:nmAMAm:9om6m14�IIBOrpeW4Nm,mepJrthLnhvJl'mpia,edim,y,Jf4M1:e6ni6i1FpB(1e6g,wlaNlmflbllnrliAysn.iLinoynmflAPwlcf'hq:lmOrMlmexgl6fWiuAf4mrAdlv¢mAlAetnM1illle.namPalAlNn. dRlinlldme6l:nhnslwTily,wld9bdflJm,WilpnM,GmwW, 4. YL,pno iLkpMemenAepl.4M1m6n4,6mv1..Iianuu,Mm,:nwAneelrymOB,em4wIrGWaeLlkp,,wvunanL0#34869 OUS fP.E. .E. 'AI wem:n<nlnmaJmm61Amm...W m AA X mntno mc:6.h WAn lhtm TT.,M,nM[9C...Bay rad, FL 3a435 LpAgY@Al1AIN11musl6nln,FL IepebLtlRslmmquwl W.,nAAWmanhtln'muprm6, neeAl Mllmm-yfrlw, rl Job Truss Truss Type Oty PIY Std Pac/6510 El D YSPVS6510D HJ4 Diagonal Hip Girder 6 { 1 A0474614 Job Reference (optional) At ROOF TRUSSES, FORT PIERGt, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Wed Feb 04 09:21:10 2015 Page 1 ID:zdCBM_%Og7aNE*WQGiHHzovLFbunygl7SGI0g46SxerEIJTg9ZbG1 sGj7HmdRWpzoaAd 3511 6-1-8 3511 F 2-7-13 1 <xr LOADING(psQ SPACING- 2-0-0 CSI. DEFL. in Qoc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vart(LL) 0.05 4-8 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.08 4-8 >875 240 BCLL 0.0 Rep Stress Inca NO NB 0.00 Horz(fl-) 0.00 2 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix-M) Weight 24lb FT = 0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural woad sheathing directly applied or 6-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, m accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 3 = 123/Mechanical 2 = 38710-10-15 (min. 0-1-8) 4 = 58/Mechanical Max Hom 2 = 129(LC 4) Max Uplift 3 = -119(LC 16) 2 = -326(LC 4) 4 = -8(LC 6) Max Grav 3 = 141(LC 11) 2 = 387(LC 1) 4 = 78(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=440/336 BOTCHORD 2-10=-403/465 NOTES- 1) Wlnd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.0psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL--1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001E uplift at joint(s) 4 except Qt=lb) 3=119, 2=326. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 18 Ib down and 28 lb up at 4-2-8, and 18 lb down and 28 lb up at 4-2-8 an top chord, and 11 lb down and 53 lb up at 14-9, 11 Ib down and 53 lb up at 1-4-9, and 3 lb down and 14 lb up at 4-2-8, and 3 lb down and 14 Ib up at 4-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert 1-3=70, 4-6=20 Concentrated Loads (Ib) Vert 8=59(F=30, B=30) 9=56(F=28, 9=28) 10=5(F=-3, B=-3) QPAN IRE. nnnwlPrr„eam tuoor114ffijSFmRmminlYSrmYomC45[MounjlungaPomm6mnrbrt vnryl,y,prnnrdvasnurtlromwx'pon.'gllODtW nrlSnlgruahrtnrY"Ikb,ru 04n.n.mivanranbmo.,oh Wlnm.mrtr pmnaa.nlNNmttanY a,un,o.wrui+ofwb.uqr.i.enu,.m.mrmo�,rnwr..w!vmM1B.!nr:.a.,r::��¢I�iainll.r.l�mmn.:loon,M'•ao.maimµ.r,ml.m:w.",.Ir.41�y�.s.,,noa*ar.ln,am,r�n. JUVUS LM P.E IrvrlaYyl,Nrn'+Olirydna O'HINW,MNPN,'.m M1 LN,AN m.iNNA.a ."N K ne ld mW„nM,¢lm 1. Arypntl IN TERM NgWvwd*Tra,, 44aRN&&PAN,Nation IN Yur,k9 a Nuwoiur a4 kYry DeAw s! #34869 [vENv.11.IntINi111100vINpmin¢IRlefmnaNltlfvlrwpoel LLry!tlnmladm�IKIMllmvnrYon,Avmlbpmnlrylv,. nl E?vnl4nymdd�fi„yllAndneMahayv,lam0.yer,pevn11wu4altltn,Kn,Mmt6tllr. 1109 C.Atal Bay 4,eNe9nlrymunOylYtlN�a,nmaa M1lnn0.agfvinvi,rOlMOdifgO,yuiylna,SN,mly6erlrmrk3h} YUYA&tllnv,m,n 4fitliml. Borman Bead,n 33435 LryA1tl OAl111Nlnwaffialgll LpEa!:aN,Imun,J,Ygb.I,1^NIa1m01antrmlxv:i Orllldlmw,.ii,lglL Job Truss Truss Type City Ply Std Pac/6510 El D YSPVS6510D HJ7 Diagonal Hip Girder( 2 1 A0474615 Job Reference factional) At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 a Oct 3 2014 MTek Industries, Inc. Wed Feb 04 09:21:11 2015 Page 1 I D:zd(BM_XOg7aNEtHVkOQGiHHzmLFd4Lrtd74lcWXhG07CZl_rgMLO?abbea8 WQN_3GroaAc -0-00-10 Sb-12 9-70-1 1-10-10 58-12 I 4-1-5 JX4 = 3X4 = LOADING(pst) SPACING- 2-041 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP - TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.04 7-11 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.34 Vert(FL) -0.06 7-11 >999 240 BCLL 0.0 Rep Stress Ina NO WS 0.33 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2010ITP12007 (Matrix-M) Weight 43111 FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0.0 oc pudins. BOTCHORD Rigid ceiling directly applied or 8-7-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Qu.dl. REACTIONS. (lb/size) 4 = 129/Mechanical 2 = 53710-10-15 (min.0-1-8) 6 = 333/Mechanical Max Horz 2 = 184(LC 4) Max Uplift 4 = -103(LC 4) 2 = -393(LC 4) 6 = -139(LC 6) Max Gmv 4 = 129(LC 1) 2 = 537(LC 1) 6 = 333(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-12=875/374, 3-12=-821/385 BOTCHORD 2-14=462/823, 7-14=-462/823, 7-15�462/823, 6-15=462/823 WEBS 3-6=-871/489 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opst,, BCDL=5.0psf; h=25ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcriment with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) 4=103, 2=393, 6=139. 8) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 18 III down and 28 lb up at 4-2-8, 18 Ib down and 28 lb up at 4-2-8, and 28 In down and 60 Ib up at 7-0-7, and 28 Ib down and 60 Ib up at 7-0-7 on top chord, and 11 It, down and 53 lb up at 1-4-9, 11 Ib down and 53 lb up at 1-4-9, 3111 down and 14 lb up at 4-2-8, 3 III down and 14 Ib up at 4-2-8, and 21 Ih down and 4 III up at 7-0-7, and 21 Ib down and 4 Ib up at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate lncrease=1.25 Uniform Loads (plf) Vert: 14=70, 5-9=20 Concentrated Loads (lb) Vert: 11=59(F=30, B=30) 12=56(F=28, B=28) 13=55(F=-28, 13=28) 14=5(1`=3, B=3) 15=41(F--21, 13=21) QnLnnr.nn6naeonM1eede.au aamm�s(sm[rl�nalnln[mmlrlmssmnou[f®n[lunammuunrl... r.ard�y..vn,d,red.in:iv,lm,oeanomw(ioulmml.!.,m.rl la..eumkme.,e. uk,:.mrh.uaw.mny Mcl,La.�va. fmaeun.al.n.moms.ae.a.r�„,o.:snl+.6•,4e,+Trn'.eoine,ea..rmo�er.�m,..�.lm..ar..l.,�:.awe..w �l� daVaeeasmb+aNlm:d.aa^d.mmo.k.d.ml-n.nw.,,..p:nrrw,.cr®,,,.onatt.l.•am,rm, Jullus LEE P.E rnlaiwlM1ne,rip,�ariaaBna,neB.un,mratlnemawuar.[ndm,.ameamanen[nenLneld cadrew.aml.lnoPy.enmmndnrsuneealm,.mmnea'aa.,runs:�meae.ndroe.,n[wn.,ey,e,auramw[eenwe,nl #34869 (mma,a aleok,mam: WmBvamarwneaNenna161:asetyoem4hM1lvfxominP¢OMaMhm,alWameetlmudhpatloaemre mlder aneeey.v�&fu,.adsnaMm„oeyim,rn,Rpu�mev llwW®ne..e. m„enamKtlhe 1109 c..I Bny 4Nipe®nluruem.nOnheOpih, ieeM1LL M1lm, h,ylevxei, 141ne WYma&,rym.lnah,lrm[ginnlmery NdSmr aAeepleLtlkimm�dF tlh1nL BoyMm Bead, R 33435 4ppva®111111WMuyLt,leSrl lgetluYmani, danaa,ivrlvShpelkdraMnakeMmm. M1ovllb(kme,�LbaetlL a Job Truss Truss Type Oty PIY Pac/6510 EI D YSPVS6510D FIRC Diagonal Hip Girder 01 1 �Std A0474616 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 01 aX4 = LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Ina NO BCDL 10.0 Code FBC201o1fP12007 LUMBER - TOP CHORD 2X4 SP M 30 SOT CHORD 2X4 SP M 31 'Except' B3: 2x4 SP M 30 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or4-9-10 oc pur ins. BOTCHORD Rigid ceiling directly applied or 6-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5 = 193/10echanical 2 = 665/040-15 (min. 0-1-8) 6 = 133/Mechanical Max Holz 2 = 184(LC 4) Max Uplift 5 = -133(LC 6) 2 = 461(LC 4) 6 = -42(LC 6) Max Grav 5 = 197(LC 11) 2 = 665(LC 1) 6 = 145(LC 3) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1650/952,3-17=-2248/1216 BOTCHORD 2-9=1148/1843,3-8=-1401/2511 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph;AVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chard live load nonconcurnent with any other live loads. Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek CSI. DEFL, in (loc) I/deft L/d TC 0.42 Vert(L-) 0.30 7 >392 360 BC 0.40 Vert(TL) -0.48 7 >242 240 WB 0.00 Hoa(TL) 0.12 6 n/a n/a (Matrix-M) 4)'This truss has been designed fare live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except Qt=lb) 5=133, 2=461. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. - 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 18 lb down and 28 lb up at 4-2-8, 18 lb down and 28 lb up at 4-2-8, and 22 lb down and 20 lb up at 7-0-7, and 22lb down and 20 Ib up at 7-0-7 on top chord, and 11 lb down and 53 lb up at 14-9, 11 It, down and 53 lb up at 1-4-9, 3 lb down and 14 lb up at 4-0-7. 3 lb down and 14 It, up at 4-0-7, and 42 lb dawn and 39 It, up at 7-0-7, and 42 lb down and 39 no up at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Inaease=1.25 , Plate Increase=1.25 Uniform Loads (ph) Vert: 14=70, 4-5=70, 9-11=-20, 7-8=20, 4E=20 Concentrated Loads (lb) Vert: 9=5(1`=-3, B=-3) 13=59(F=30, B=30) 17=56(F=28, B=28) 18=7(F=3, B=3) 19=85(F=-42, B=-42) Inc. Wed Feb 04 09:21:11 2015 Page 1 PLATES GRIP MT20 2441190 Weight: 41 lb FT = 0 QnnaY.o-rn m.eryn,:.lmri laolnmmfulm1¢Yminuna[acomcn[onomrumlllnsom¢sm¢ri.rL rnrye<w.p.m<m,d,nemr,.w,lanm,ip,o,.yPoainembs,earammv.n..i41.r.,r. o-bn.ro..innm<I.mrmo..hmin�m µm,4v4Aemmmom4r.Yal,.rn„o,r*ol�.,r(!.,fr,rmrtm.lu+car..rrmo,run.u..nPnramn.w+:•i,rs..br.wraupr4o-eA.rum,:pau.,[gamnn,Ioo.h.a+nml.lnn,h..,rwprc.,, w.l r.n,„,vncWrn.au, lr.,, JWU3486 P.E. w.reaaAi,n.n,pweornnronalbominoNmNrOminitrmeaulo-,gm.aarmnmanrncnrutn.d 51(4 md—dW 1. nrypmm�nr¢one.rrn.,eanrtm.4M",glvin.muep,lunN*10® hn, nrmprWeartlYn Lulrw Yrrw^n+d #34869 (rim.M.14eMMrulitlrRgnEnryrorne,¢Ivade nndl4WtlSee LvrynmWeryld uno-W611yep6,4E1rlpnlflan,dewNlupmnl eammr. nllerfivnen,prA&nn®lfmk,AM'm,kilpnha,Onye NpunulingYM.ln,,nhnrnnmhkdhr 1109 Coomol9oy WnpogeloNrinmgly[plerh,u,dra.Iklnnkdp 44xnitYpl Ne A�Snl Yngmnlnss3r+rtmyinvineg4iEn{ llmkRY,tllernmen W:d'mml. Boymm BeoA, FL ]]435 (gygMLAl11110-I4nvublmnr,rl.lePa�ednel+rmn,Yoglms,i,prktieE.inMnMnferr+,ilahs111MLme,�fdn Ltlf Job Truss Truss Type City Ply Std Pac/6510 El D YSPVS651 OD J3 Jack -Open :[26 1 A0474617 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 LOADING(pso SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0,0 Rep Stress Ina YES BCDL 10,0 Code FBC2010/rP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. 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 lnstalla[ion uide. REACTIONS. (lb/size) 3 = 72/Mechanical 2 = 25510-8-0 (min. 0-1-8) 4 = 3-1/Mechanical Max Hoa 2 = 102(LC 6) Max Uplift 3 = -57(LC 8) 2 = -183(LC 6) Max Gmv 3 = 72(LC 1) 2 = 328(LC 15) 4 = 225(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=284/56 BOTCHORD 2-9=133/297 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.0psf; BCDL=5.0psf; h=25ft; CaL 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonooncument with any other live loads. Run: 7.600 s Oct 3 2014 Print: 7,600 s Oct 3 2014 MTek Industries, Inc. Wed Feb 04 09:21:12 2015 Page 1 3-0-0 CS1. DEFL. in (loc) I/deft Ud TC 0.28 Vert(LL) -0.01 4-8 >999 360 BC 0.23 Vert(fL) -0.01 4-8 >999 240 WB 0.00 Horz(TL) 0.00 2 n/a n/a (Matdx-M) 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=1b) 2=183. 7) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonwncume it with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 13 lb FT=0%a a4n:M hunama�q+ue.rt<'IIMYFIMffiI4tnRlnnallml[OYaA4YI[MOYtII'IYnR1I010i1!NHNFIrl.nluild+`-9M'mmNM.inwH+Irn+Oeu'OmyllOPmd4l4+Is:,I1H!"emWgklm:w. w6++:nmi+:Gtle1m4:IW,eMNSelmmp )g.U. PE- ...... peMyAY,"EwYl+earn+w+.Gae(u.51M,'rylquejbWnM140upnspwa+(s..alYp,h+�ders"gn+pn tiYrybbd"igtliw+gYl,m4riledw LLlM14.h.,rtr+ml.lb6uprt,a. �nlig+uG:m,viMErysi.utllNlm. 1.nlaa:ll+narma+e+o�..wm.n+a�dAm.rc.wc+.ow,q.+.: a+®man:iai: uCatawusl M1d.ulml.m:yp"anMaoAl.leu:adarrm+.mY�ylan.yso�:¢.:+nlm:.as�1.+�nwa+:+n.+mY,amxs�gw+ymaa #34849 feemx.11.ok++n:dii1e140d41mm�+vlpileloniR+Wdie9[mroenblerylaemmisPnppl+MhniciL(1n+de�mAYpmJl:dm.. Ril ricrac+Mi.+pmv5dfin®dlbi+Ad+Im+w+i1.+,4nswup4eim+.dl�wWwlmn,mY++rOnriu6fitlw+ 1109 Coastal Bay tuvmapud w 6 n2gly a p+ ie tiL NTms hipwlhmitMY& W4gUit, tllnn5lxlm lgi.eeMM W, WM1dZ+d+vno..+ defmd nlll L Boy+nm B¢odi, FL 33435 LpryyY SfilUI1M Inm� Lb+le,n. IryJv+i.dni+dmexq i 0!Ium,i+IrvNBtl.M.YnYlnrn.BaM1u 111w14esso-Nae51 E -- Job Truss D YSPVS6510D �TmssToypeen��'tdRpaG/6�51oE A0474618 onal At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTeK Industries, Inc. Wed Feb 04 09:21:13 2015 Page 1 3x4 = 3-6-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in poc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(L-) 0.02 4-8 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.02 4-8 >999 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix-M) Weight: 131h FT= 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Stmetural wood sheathing directly applied or 3-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 3 = 79/Mechanical 2 = 24710-8-0 (min. 0-1-8) 4 = 32/Mechanical Max Holz 2 = 102(LC 6) Max Uplift 3 = -68(LC 6) 2 = -245(LC 6) 4 = -47(LC 7) Max Grav 3 = 79(LC 1) 2 = 323(LC 13) 4 = 227(LC 17) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extena(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=1.25 plate grip DOL=1.25- 2) Plates checked fora plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at joint(s) 3, 4 except at --lb) 2=245. 7) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcumenl with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard aluixs.rva,.nas�mR.m I mmmnmrulul}umunusrmvomnnmaourrrun171mBuoumurur. mareyrnemmm,maarm,,.ml,um,wrm B.dp OBNwwu,usrl ltvmeSMl Wrru. wm,m"d.bmN.rwnB,.rywnl,mow pa„mvwrun.mmob M"rl 4.im,orrlof.j nN.4Nmlru{.ni/bwmgmo,epnmmmpvmdA.Rnnu.arp:vqv,p,iwlryl.Orky.amrilprm„Ipmlwmm.h.�mL mYURm,.pir.; I+rip,.ebn.,Na2ryr.uaw,um, IUUUP.E. l,den3486 bmbildorn Mn,rm, ryolNBm,.14Nvfuv,Lvelrpmmlkbtlmpwym,i6em@vtlMI1GMB4neI� Eml.IDe gyMdTr ROrNgh4n<mMlm,,,olelgkGp.9meR.i,6GllwmllmYyileBMnnnpuliFrdOr LeYiphtipvmf 9Ca& [.mray.IlmM,mraiwmBmEnermd nRapY,6mdlwMi"v lmT+mkhnlmnmimanarrEl,wlhmmisrtlm,amula,..nlA�.mmlldennuryw EWn,dEmumwmno,wav,lm,wyr6wv,vlumwMmuu.nbu6ndukfiodhr nog <oanW ery IxtMrpvlulma.nfylYNWw,l,Wrd nlln„wy+frlaanin0lNldfmlwcpeav4uufM<aGlirevlvgF.ebl blminefedniv,mvldvtlbm I. IkIn B¢adr,n 33435 IgpybBFll11 WT— m I. 1L IeRrltitlnn(ong i, 11 h prl dminim WN, I"NOt. 11 Iml4nm,.14o,1µ 11. Job - Truss Truss Type Oty Ply Std Pac/6510 El D YSPVS6510D J7 Jack -Open 10 1 A0474619 + a Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 4x4 = Run: 1.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries. Inc. Wed LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ldefi L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Ved(LL) -0.14 4-8 >603 360 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Ven(rL) -0.25 4-8 >328 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.01 2 We n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 3 = 183/Mechanical 2 = 47110-8-0 (min. 0-1-8) 4 = 64/Mechaniral Max Hom 2 = 184(LC 6) Max Uplift 3 = -149(LC 8) 2 = -267(LC 6) Max Grav 3 = 183(LC 1) 2 = 471(LC 1) 4 = 256(LC 17) FORCES. (lb) Max. Comp./Maz. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=1284/1442 BOTCHORD 2-9=1712/1309 NOTES- 1) Wnd: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & M WFRS for reactions shown; Lumber DOL=1.25 plate gnp DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 16 uplift at joint(s) except Qt=lb) 3=149, 2=267. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurt-nt with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Dead Load Defl. = 118 in PLATES GRIP MT20 2441190 Weight: 25 lb FT=O% ©IIemNS.awavmdry,n:.... WonNf9slxllnl6FMIm11111f{mrMlc6Mloaa('®RnLL1Y'ofl661Ynrrr. aAra,4ppur,Nrtolnlnn R,Lm Y,tipOn.y It WIn.eCmeu.yvtlkrrw. o-lu, rOvnuundnamlo0.rtlrwlriu®,ie dn, s.a a,rwl.. D.... Iwwa.,:ev.d..wm+Inasryrmemsmr;.dru.,l.Isa.n..�..an.i W�.�,,,.,,uaaryrnr.rm, u... JWUS LEE P.E rnrrar.r:mpnp.aaMMW—o .aft u,00-,gin.uameWmwxn full,* WWM,hn1M1. Rppr.mrlml6WMW-I&lmLe6b, Ma}unni4.&innaamyYnh2.mp.aa,0,Ihm, m cod #34869 fsealw. ar un,ul 06%no nah"" 'ma oat nd%W'rmn.emf6eryM.o,F.nOm daaalrlatlSrmm�lemtl MpmJevr®.Irllleraesh,e,poruiifie,nfbfsldm, Innrtipn,rm,Yr�k,eryo- JIm,Ymfquu,nr,Ae�n.hrN11. 1109 co*., Bay rm.mT.I WY.rt0 a W., a%T.„Cnpfer'+rmnYNHrtifmlr+Co.lnnfl.,[ryirubgWLmY aY�tla,dlnnnenlelrl: 1n 1. _ Boymm Beady FL ]3<36 r.anYa&maua,am„r.rinm.u. ep.w'..deae.a.a:nl<�.,1,Iaa:ma,mmn.an.Y.a,;.w.p ralm,n.aaaer,n. Job T-ss TmssType Oly Ply Std Pac/651O El D YSPVS651OD J7C Jack -Open . 6 1 A047462O Jab Reference (opiiona0 At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.6W s Oct 3 2014 Pnnt: 7.600 s Oct 3 2014 M17ek Indusmes, Inc. Wed Feb 04 09:21:14 2015 Page 1 ID:zd(BM_XOg7aNE1H VMQGiHHzovL4UfOTVvfAzKXu6YjIN11hTJylCYho4jbCObegbzoaAZ F 2x4 = 2x4 = 3-0-0 44]-0 7�D 3-0-0 1-0-0 3hD I Dead Load Deft. =118 in IF Plate Offsets (X,Y)— I3:0-5-13,0-1-101,13:0-1-2,0-D-11, 17:0-1-13,0-241 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Veri(LL) 0.13 7 >664 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Veri(TL) -0.17 7 >477 240 BCLL 0.0 Rep Stress Ina YES WB 0.00 Hwz(EL) 0.06 6 We n/a BCDL 10.0 Code FBC2010rrP12007 (Matrix-M) Weight: 30 lb FT = 0 LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 `Except` B3: 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-1-10 oc pudins. BOTCHORD Rigid ruling directly applied or 6-0-0 oc bracing. Mirek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5 = 1361Mechaniml 2 = 519/0-8-0 (min. 0-1-8) 6 = 72/Mechanical Max Harz 2 = 184(LC 6) Max Uplift 5 = -101(LC 8) 2 = -287(LC 6) 6 = -11(LC 8) Max Grav 5 = 136(LC 1) 2 = 519(LC 1) 6 = 252(LC 26) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1029/1045, 3-4=1274/1343 BOTCHORD 2-17=1358/1176, 3-20=-1610/1462, 4-7=31 /269 NOTES- 1) Wmd:-ASCE 7-10; VuIt=170mph-(3-second gust). Vasd=132mph; HVHZ; TCOL=S.Opsf; BCDL=5.Opsf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) Zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except Qt=lb) 5=101, 2=287. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any Other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard QIltlnrv6.vb+erlmaj.... .6<'BINNm,I♦O1SNn161Ymt HIMr[avomoAS[pflNllrluRnuYYoflryAgrcl.e rnSrareg.Pwnsdmlwrn.rblm,o,unYm4lmP.emYFl<e.u.ICem,9nikMe,e M1 `-Am ivtltletlmdtnH.y,A tdmmee prn J.Ox.vlmn.meroo-nse I..un:avlo[oll.nf .speer[^A«hrMxanvrmorep.cod•mrtrlm,ab PJnfedmm,+.IrnrwtiWYrlm beeus.an.tihumeel:ea.mloo.h.^W ml.las,q.mupn..,,Yrt.l v.alin,vAmm�.IwaA,im: IULIUS LEE, P.E. I.,,r 111,30t1-tabuldW(marh4.m'afidud-Ita-lb Ndal Data, kI@amnitl WK,fia K,tle had Wed uk meld 1. Mtyped Afit Ham! my III mrdieTmt datt,lYKq mrdm amfiamad yildkPnnpml3rylMpNalprirynnl #34869 4ttatr. wlnvl,uti11e1W meMPmknrt1yv16rt,tlhniLel[®Nmmb,IlldmmlaPnBPIY'1'Ilrldml N[lu,relvmalk,levvlem'm.mltl,PonMn,poutdfin Nluli,mrleNnB,iPn,Im,h,ye LiirmmllnnY¢uMvn,mkn,4nnv4r"tl F, 1109 ctm1nl Boy [wuomm�lup,nmirgkol Eorfu+imlvl.0.lnn Ry^[ofani,YYfneli:fmlpnynmannSlTmlryirccls,gluk6y Almprm4J,mmm�nitlMNald1. B.,. BeMyR 33435 Llpiyb&x11A11M4mm,Y6mlm,lf.LP,lvrwtlN,tlnvm,imrlvrm,i,pkYlrtd�nYm.rM,Y^m+k, trod Wllmum.hfmin.rL Job Truss Truss Type Oty Ply Std Pad6510 El D YSPVS6510D MV2 VALLEY 3 1 A0474625 ie, a Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Prim: 7.600 s Oct 3 2014 MTek Industries, Inc. Wed Feb 04 09:21:14 2015 Page 1 ID:zrKBM_XOg7aNEtHMQGiHHzovL W fOT W FAZKKu6YjlimthTJ_x7CeXo4jbCObegbzoaAZ 4.00 12 2x4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix) Weight 5lb FT = 0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. 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 uitle. . REACTIONS. (lb/size) 1 = 5512-1-4 (min. 0-1-8) 2 = 43/2-14 (min. 0-1-8) 3 = 1212-14 (min. 0-1-8) Max Harz 1 = 26(LC 6) Max Uplift 1 = -21(LC 6) 2 = -36(LC 6) Max Grav 1 = 231(LC 14) 2 = 43(LC 1) 3 = 212(LC 15) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opst, BCDL=S.Opsf; h=25ft; CaL 11; Exp C; 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=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI?PI 1 angle to grain formula. Building designer should verify rapacity of bearing surface. 7) Pmvide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 1, 2. 8) This truss has been designed for a moving concentrated load of 200.Olb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrenl with any other live loads. 9) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASES) Standard ryunrc.m..mn.+ry,":.nev.noaim�ImualwvitmmrmuwBattmnouarmnalamnmloBumrlrm maraewaa•."�r,.i...iMl,moe..a,.yPou.alam„aarLiem.eu,.Iola.a.11a,:em.i,euela.mieo,.¢wiei„sau • pwem..I,atviuAha.i".en�..aa,pmaoearcaN.rtweeeln.:e,+mai�f,,4Nmri.,..rmo,er ParceMwa: na..mloo.h.wm.l.ns,m"a�.P�as4vl,.w.a, )UP.E on,xemWrN,"a.aemmaNXAtNCtabom anN.ON1.NWald. El®hit1110Wallma&ul,Ia,Ol #34869 r.4aNvaNW.U.,mPM.a1BWWAn M.,rILMIfifties Itt,yriLmWiftiOletmD,*e1,nhigprWTaaletl,Rla,mmt�lyINe IrOVCodBay r.lnalrad'mI"gaybpinuaaA tilanDaleeiteahNlaelifmaNa,,a.j..toko Guulvmlulvr aWafind1—anaNMliam1. ' Boymm BeoA,ft 33<35 r,,r05xlin MlmuHlntu rL IepJaOnJRnMmC, it, [,it Wlimn-Mnln,lE Job Truss Truss Type Oty Ply Std Pac/651O El D YSPVS6510D MV3 Valley 1 4 1 A0474626 Job Reference (optional) At ROOF TRUSSES, FORT PItRCE, FL 3694E Run: 7.600 s Oct 3 2014 Pant: 7.600 s Oct 3 2014 MTek Industnes, Inc. Wed Feb 04 09:21:14 2015 Page 1 ID:zrKBM_XOg7aNEtHMOGiHHzovLFUfOT=AzKXu6YjliUdhTJ_vhcepo4jbCObegbzoaAZ 2-4-0 i3 0-0 2-4-0 041-0 4.00 F12 1 3 3x811 2x4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udeft Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.18 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horzf l-) 0.00 4 n/a n/a BCDL 10.0 Code FBC2010rTP12007 (Matrix) Weight: 8lb FT=0 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 3-0-0 oc purins, 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 = 8612-114 (min. 0-1-8) 4 = 86/2-114 (min. 0-1-8) Max Horz 1 = 30(LC 6) Max Uplift 1 = 36(LC 6) 4 = 44(LC 6) Max Grav 1 = 248(LC 14) 4 = 248(LC 15) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Fxp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center.- 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl 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£-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. 8) This truss has been designed for a moving concentrated load of 200.0lb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard QnYlnns_mnnmwxr,n:mna evB�nosvirs[tIn1OBmmmlmuomon[Imomlrwnrlumemmnnm:a. rnarew=...indma.innw,tmso.i.ond.poawmw,eaea lanaeunlss..n. ssmm�.it.aaunmemq,,.rywimm�wm pn�.Y.on.nn.n.mo�s.da Y�.u.,sa.rr. (w5e.:rnt:•bmn.+..poo..... nge..a�nnan,«an1..:v,.:'.sear:dw=ueaie.�:i.un.awam.aroo.ry.mamL roaw.n�r�:e:+iynal:n,ssa.wryrenmroa�nt JULIUS LEE, P.E :wL.w.n....nw>sYhawq.n,n. o.run.a:vaeontvlsuaeaw�smiema®mamem.meocrosawovnwaml. aeeynddm,mo.a.rrexennnam.w�ny:mna,a�a:,.n�nna,lM1®v.nnsro.ml. miwrart. hxarodhnml N34869 [mnmin.Ilnmul N:H,mBWn.IreMn HPdeluntlt;MSp(gatlYl.XldmmaP6ppdfJelhlflmlSlGm M„nNYgemJry6ma mltl,fieevlkmwNGGn n!!'a:vaRelmtWtipeWvvh(ge4pnrml Lnt Wadriaryn:n Mmlrt M¢tlhv 1109 Cov.tvl Boy Iuvnvmnlywunii411lo0pnn:nM1eL M1Im,Rtipfvliuni,YOldbYml B.v'Cnminss5ntemlynmlvgkJ:&B yntm Beud,R 33435 1,"*FIYYIYWTa—.0,1terd+^+aYu"�lmsm.:gw.iy.m3heiMnme.e M�:eumdlmu,.Nal.arE Jon rru:: Truss Qty Ply Std Pac/6510 El D A0474627 YSPVS651OD MV4 Valley ,;, Y 3 1 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 2x4 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Wed Feb 04 09:21:15 2015 Page 1 ID=KBM_XOg7aNELHKOQGiHHzovLFysad?BbSNZAtKuROpwO WX1 aasXXzkR2LBC1zoaAY e eMFr, 1.Sx4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.38 Vert(fL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC20101TPI2007 (Matrix) Weight: 12 It, FT=0% 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 4-0-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and requiretl cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 13113-114 (min. 0-1-8) 3 = 13113-114 (min. 0-1-8) Max Horz 1 = 61(LC 6) Max Uplift 1 = -51(LC 6) 3 = -72(LC 6) Max Grav 1 = 273(LC 14) 3 = 273(LC 15) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Vyind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf, BCDL=S.Opsf; h=25ff; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed;CC for members and forces & M WFRS for reactions shown; Lumber DOL=1.25 plate grip DOL--1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load noncencument with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard n1uYs.r :mm.�aA,:,i:.nm�I lomnusul`aullmaununeemommamwurrlml7enamlouuerlm eareniNw�^,na,mew,.ro,la,:oml,ha.yPoy.emx[:,I.ILIm,:..slm:l.:.. va,::Me.i„nmd.mloa.:gzrn,..,,. JULIUS LEF, P.E. • pYn„blo.vuebO.mEnl:nfi e:um,iYynigi:nf spial(Fy'mm'yaW..Yloo,q.aM1..nlb JiYpa.,,Wgi®:I�rym�:T�Im,keep:aNtigYlm,MYlnannlW wlr,.eolyn,eglsx�.n:l mi�a,.,.udFwn,aN, M, i.plainzli,am,p,n4naao.,..acme„aavdgmmaYa:.lw,w.cenewmmmnc¢:nC�viwtrawl.e..emi.m:qN"aae,icow.euamaa.tn,xrwm:�Ynom..g.. c#34869 rww.Ir:anmm:alw.lapmnmeY.J:c�nahtu.Ylmm�'�Ynm,�mnmPaolatwaMln.lunmmmaMpoe,il:m®.In lea.. m,:,warm.fea:,oat.,,o,,:..rm,nxNOY:.,"e1.,,wM.a.n.vY,,.a..n,eamalr. tto9 e..nm eny Lepaepnlep::artiglYaiNw,irY,dtr1,:ukyeFelkniNOlalalSnlYnipmtytnvfrynmlWnmGgMLbY e.Wbdbm,mn0ef d'ollll. Boynl Ym ,rL N435 tgrjg $)III Al Wfw— si,IL hpta4 aa,Ymmmd,: Mr ,, i, pYlldid:4m,gnlnusuhm Mot Lma M 101 Job Truss Truss Type Oty Ply Pac/6510 El D YSPVS6510D MV5 Valley r .11 �Std AO474628 Job Reference (optiana0 Al ROOF TRUSSES, FORT PIERCE, FL 34946 2x4 Run: 7.600s Oct 32014 Print: 7.600 s Oct 32014 MTek Industries, Inc. Wed Feb 04 09:21:15 2015 Pagel 7.5x4 II 1.5x4 11 LOADING(psf) SPACING- 2-0-0 CS1. DEFL, in (loc) I/detl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(fL) We - n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010/fP12007 (Matrix) Weight 15 lb FT= 0 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 5-0-0 oc puains, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation made. REACTIONS. (lb/size) 1 = 176/4-11-4 (min. 0-1-8) 3 = 176/4-11-4 (min. 0-1-8) Max Hom 1 = 82(LC 6) Max Uplift 1 = -69(LC 6) 3 = -96(LC 6) Max Grav 1 = 298(LC 14) 3 = 298(LC 15) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-137/273 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf, h=25ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 M WFRS for reactions shown; Lumber DOL=1.25 plate gap DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center.- --- - - - 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconwment with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard rIM:M5.M1 nXampl%,ne.!b M1noAllm5 Evilllj6a[n[WrE'w omoYsmnOAnrmYmenticmm6nnrl.n.r.9ro,y,rn'In,a,neNnnnelm.wol..."midMaM1,Sr 7111. eLnlYMre. o-!n:.OmuYmn.Mmo..h WlnmmMe pX,a.nuumm�.mvmsns�banno.vylgi.nG.driarylgiegmnanmlmm,r.+d+..npe,am,Xm,umlm,..:rm�ieeryba,e,y.aa..}mnnnM1e•n.mA.h.�+rmun Xy.nunp:,,l,ougsln,nam5ryr.nnugn„ IUUUP.E.Irmr IXlLquXnmlmud�ry AtMAnn, XVAMsdlmoel,lm!uMOOILVIWupn,iXr¢oI,Xtl JellCRell[,Xelriliedpu!emlML Regpni,l!kmOmini NYne,[tleimtetue"yk,fryLoye'nfmYLino,Elmb�mAMlhmsp,XiWrtlWWB,rMprcrd #348634869 IU. dt,. ,4IAOrtEXeprtim T.,sN >h.—i.. WOTtm 9kNryltlrvmlimltit. I,.I kd 'MevNblemelleibne.d In 1, M1emruaifn,wAlXnNM1e M,Aes'rym,Lmkye Lpum NHn WalrlmgmhmXnevle�ee X. 1m eo ,`1 B33 Iww!oWneeM.nmygolprhvu,tlrtL lbim�0.yofqueii, WlW I�eIS.Ipniprcrrlm,flMmlghemlroglruin619,gn'SMlmumen4M1tluM 1. BmyMm Be,gi,R 3J435 fgriAN LRI1 it Wis-Blush rl.1e mdUem=',, uml 1u i"n iMMnpmlmdvw he CIdlm-brn la IL Job 7mss Truss Type Qty Ply Std Pac/651O El D YSPVS6510D MV6 Valley 4r 2 1 A0474629 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Pnnt: 7.600 s Oct 3 2014 MTek Industries, Inc. Wed Feb 04 09:21:15 2015 Page 1 ID:zrKBM_XOg7aNEtHMQGiHHzavLFysatj?Bb5rOZAtKUROpvAWXtCa XXzkR2LBC1zoaAY 1.5x4 II 4 3 2x4 1.5x4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.99 Vert(CL) n/a - n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Hoa(fL) 0.00 n/a n/a BCDL 10.0 Code FBC20IOrrPI2007 (Matrix) Weight 191b FT=O% 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, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing.. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation aide. REACTIONS. (Ib/size) 1 = 22115-11-4 (min. 0-1-8) 3 = 221/5-114 (min. 0-1-8) Max Horz 1 = 102(LC 6) Max Uplift 1 = -86(LC 6) 3 = -121(LC 6) Max Grav 1 = 323(LC 14) 3 = 323(LC 15) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-172/335 NOTES- 1) Wind: ASCE 7-10; Vult=l70mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; CaL II; Exp C; 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=125 plate gdp DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 lb uplift at joint(s) 1 except at --lb) 3=121. 7) This truss has been designed for a moving concentrated load of 200.011b live located at all mid panels and at all panel points along the Bottom Chord. nonconcument with any other live loads. 8) "Semi -rigid pitrhbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASES) Standard 1 rm:rc.n..m.ppn,:.m,f.noalrtoffiry[no1umurtmr[ovnnovcnmomlCenn¢rmnaclulr .. 1.1,h* sm.,tll^rim.•^^, Tim hfV1..yM.rn,b�„I.slLmn.,smN,:.,.. w:n.m.;,:nmm..mroo..hWe:,,®m. IWUS IEE, P.E. hm:raY."Il. n.mouAnrt b.im, a,s rai Oftd.W.%is"w4m.W..AAsw..nryn+,a,srajWtRTOWiiaMm.1A.,bRtl.amo.h..d. nitrt.4M..,�nlma, IMa,.a�,.,.auwrtr.,.aann". A'....nnaelnwils,''WrOrmd:lm.conlcywynI.M.m(IMIUMOr,e:o-le.Olm ik,mdT1 1. ,vy.admmn.1.lun.nnn,rm,.:ear:ltau>wM.:wloae.atr.:rn,ekm,ny,.�nlryan.l.arna,s.,•a #34869 [anal..n:UWhW1iu1rr4", pai NTOI sphrOm is sire Wgl.nmwcs Ms%5, rE' HrBwslnn Nexad,le..—Miscolkrae,wnya,brw:.11ke,abmn Nilp".nn,odyopwrmein„wmlme.vhsstlfvmakdH. 1109 eoonm Bar rana.pmol.:.snHmlm:,..md. wm„aunln:anumwuan:rnnlai.maym.[na"Ingluifq a.lmbam.a.atlN a:ml. Bopnm BeoA, H 3]aJ5 (NI^I:enllnlaarn,,.cbb,lglf. nla^i°.dR,tluwaa,:gbq i,INdTa YOMndkrlemn4.M1un Iaflmu✓br.lpll Job Truss Truss Type QN Ply Std Pac/6510 EI D YSPVS6510D MV7 Valley 1 4 1 A0474630 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Wed Feb 04 09:21:16 2015 Page 1 ID:zd(BM_x0g7aNEtHVWOQGiHHzovLFQ28DwLBDs88gol v5?6L9Yk45UO7hG_Dtfi4lkTzoaAx 1.5x4 II 2 4 3 2x4' 1Sx4 ll LOADING(psf) SPACING- 2-0-0 CSI. 'EFL- in (lac) I/de0 L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Ved(LL) n/a - n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.98 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010rrPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 7-0-0 ce punins, except end verticals. BOTCHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cress bracing he installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 266/6-11-4 (min. 0-1-8) 3 = 26616-11-4 (min. 0-1-8) Max Horz 1 = 123(LC 6) Max Uplift 1 = -104(LC 6) 3 = -145(LC 6) Max Grav 1 = 348(LC 14) 3 = 348(LC 15) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ih) or less except when shown. TOPCHORD 2-3=-207/388 NOTES- 1) Wind: ASCE 7-10; Vutl=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsh BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; canfilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL--1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center.- - — 3) Gable requires Continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load noncencurrenl 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) 1=104, 3=145. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel paints along the Bottom Chord, nonconcurtent with any other Ilve loads. 8)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 22 lb FT = 0 1 WAINiu6.Fm6zm�W,.k.YuloNnY!9!ruffnl}6FXnnnOM1rmvomcM(MOYllt�nn¢vxei![06[YM'I.n.ma(Iripip,aM�W,n1aIn.Noun:o.dyOnnylmT,efneHnin.etl,ka.epatlkb�w M1kn.roerissunau.6eloo,.ry6la �mrsE. NNmaaN..wrmmlooeN...me.Im�ongol:,.fm.kmNta:mye.nm.nrmm,p.,.n..we..acre.m�amlw.wi.w+iuwr!�a.ms.am,:m.u.,:ea,m.am.h.�+.mLmew..�..P-...1.4,.os,.amlprn.mh.un. JUWS LEE, P.E. I.nwna!:m.mvonaamnn.B.m,n<B.mr:ewaa nminmuac valh,:c:X.mmnlXartenlu,almkla:vne.Imr NgpndenemBMq Mlmemlmi.mwl:a'rvx��no:mlewmau�a,emvm.�.y.,�aallnn.m�mnn+i>rma 434869 lmh,M. n.Nn W aerode140o1M{+oninmlPilefa.ihloilap(sgoenYleh WennnRW WI+YIh11I vJ!Invndawel X�Imnlpiim.IB IERmn6empevHni..IdfinelXeM1mA�yer,Im�hyaerynmllnrrtlmAdau,mhnnlnivlefvdh. 1109 emmlml Bmy eonpoOnleMumimlryolrvfinbMtl.lYlm�RyafelimniluOiMhniSnlp�X4^nvinn!pnm(glnetvogluJlq Wmplo461nmm�vel:Nu1111. Boynlm B-1, R 33435 (gpimcHllii Idrumubm1,11. 1.11—hwi,,n. Job Truss Truss Type — — — Qry Ply Std PaG6510 El D YSPVS6510D MV8 GABLE 1 1 A0474631 N, 1 Jab Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 32014 Print: 7.fi00 s Od 32014 MTek Intlustries, Inc. Wed Feb 04 09:21:16 2015 Page 1 I D:zrKBM_XOg7aNEtHVuOQGiHHzovLl 028DwLBDs88gol v5?6L9Yk4BbOGYGx>Rfi4lkTzoaAX V d 1.5x4 II 3 6 5 7 4 2z4' 1.5x411 1.Sx411 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (fee) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Veri(TL) n/a - We 999 BCLL 0.0 ' Rep Stress Inc' YES WB 0.21 Horz(TL) 0.00 We n/a BCDL 10.0 Code FBC20101TP12007 (Matrix) Weight: 27lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purins, 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 emotion, in accordancewith Stabilizer Installation aide. REACTIONS. (Iblsize) 1 = 92/8-0-0 (min. 0-1-8) 4 = 137/8-0-0 (min. 0-1-8) 5 = 39318-0-0 (min. 0-1-8) Max Horz 1 = 144(LC 6) Max Uplift 1 = -2(LC 6) 4 = -75(LC 6) 5 = -214(LC 6) Max Grav 1 = 251(LC 15) 4 = 276(LC 17) 5 = 418(LC 16) FORCES. Qb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=257/46 WEBS 2-5=305/552 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf, BCDL=5.Opsh, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & M WFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) n 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 It, uplift at joint(s) 1, 4 except (t=1b) 5=214. 7) This truss has been designed for a moving concentrated load of 200.011b live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 8)''Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard QRLRn6aa*I... 6.&:MIOOIIM61N1[f16Po11LL11116tlOROIALg5M1AWIrNR111nY0N061W!II'IvnlrWYhyepesMreJnolwkiw11is 4msOngO¢riRIl00 mltleYnleSlLlelnn4akFrtw pknNnu+kltlor611J,WIWLYrtmM {UOOB LEE, P.E. IkYr+kYbMl¢NrN064wN1.4rIm:0eyrTa+G+.Slrtiartyirdytlr W uog160ulrrwi+n¢xpdud RlrYriW nlin¢ym{rrikBlb M4yvdMvyFimrhlRlrlynrnAwh�nil. M1bJPnwgxtixmvlrw6tir,viJ6rytl+uiiti:ln++ I.mlaaeltra:rrywrksJlnmmrrx.ikm,mxr+rNNepmelbw.phrgmr.mtlkrrmulal6nemnGn: karWp M:mElnl.lkoawaaaloowl.lrur¢n6elnnYma'alkaryvmRr,:wl,i:nEtr,ul.+knLr RrrupnwirydlkmWlorup.of N34869 bhbr.lpnkrulMa WlW nlnelMNn WIW:�tlh1'eJfmplq:rub§hlAamtimnBMWrklhlnu151flwMnxtlhrpetlryhmr. Illl ler�&mp�rNnrmllaktalbinn Rym,fm+pep,4@mnnnirr Y¢Y.mGx,m4uRennukrmeEhr IIn9 Cnoslol Bay fw4 1ry¢IVMiniA,ILI rd IVAn'mMeL M1imrgyololinerivNnnrlAblMrymrinu SlnemlgimlvgkNq Nmylfidlrneen4riNu1P L Bmynlm Bemd,R 33435 (ryNilllSn1111MIro+utLlsalRlt IpdxYmtlMrimmO,ioylmm,irpeldNriaNnwElmpxuuihwll lW In:vr-Mnlµll, Job Truss Truss Type Oty Ply Std Pac/6510 El D YSPVS6510D MV9 GABLE I q 1 A0474632 Jab Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries, Inc. Wed Feb 04 09:21:172015 Page 1 ID:zrKBM_%Og7aNEtHW90GiHHzovLl-uEieShCMSGhPBUHYpsO5xcKgQbROgl uMgIGvzoaAW I,5x4 II 3 2A 6 5 7 4 I-5x4 II 1.5x4 If LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) We - n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 SC 0.49 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Inns YES WB 0.23 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 31 lb FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 cc puffins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 109/9-0-0 (min. 0-1-8) 4 = 154/9-0-0 (min. 0-1-8) 5 = 449/9-0-0 (min. 0-1-8) Max Harz 1 = 165(LC 6) Max Uplift 1 = 4(LC 6) 4 = -84(LC 6) 5 = -245(LC 6) Max Grav 1 = 261(LC 15) 4 = 286(LC 17) 5 = 449(LC 16) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=284/52 WEBS 2-5=-349/610 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.0psf, BCDL=5.Opsf, h=25ft;-Cat. It: Exp C;-Encl.,-GCpi=0.18;-MWFRS- (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL--1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except at --lb) 5=245. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chard, noncencument with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard r xnxixs.,.ie...p.hn"<•meuroarnuti$118m1m[url[rnlmumipn[onpuufwt111mpnrecuivr N. marange r.esim¢eneew¢nna rune.,iRp.,.ia[lemmas,ee.rrrr.m,9MNn,:d.omn.nx.i,:,meeoenemo..e,ua,va.wx pe„meN.nemnenpeN,.r N.e¢,d,y Nl:n(u.ynrt.IN .IBA+,esolmoxR r,.x.pveeiNR,!naemmf:v,xR�tinhr.�Ne,:e.em,:et,r¢ne.r::ewmrm�r..N�mtraay..,,.p:.,bary,.e:x,,.iiisryr.ndm,r,x, IUUU34869 E. Negldlurn0e,ryrexiGrynMene40e0.niio4ti'vtleyMaihbidmON,gw,utle,metltlibllCR:IrCleWlald rnNwER11.lYorYnelel6e M' eolg6beu,16el,xiuOufnlbfey YmoR.:�arv'mrYue,18Y6nv{wdiry JlyNipgle,gmr i174869 (¢Exu. peo4utlwlip:NpwlMpM:nve Rtl,rvevellNrilrvp(wmmepS4ryldeuvkePRi P1iMklliwe$Ipm,AxmNMRmdpibm.nlllef¢nMn,ReuFrcvu.OemnXRelm,pniRe,4mNaye LimevrinuYVAmtan, ¢6nrynna4rvtl he 1109 CooAal Bay [uimopeeleneunmrylrolpmevin4H M1rnn N,ip ryhevi6plgeri'Serenry,u¢inssSpemlgiuelveerluiErr IiiNeokelixnnrneeroWiRll. Boynl Smdv R 33435 fNl^4tl&lIIIII IMGnxillm N4rL r,Re:¢F+Ykvexmma,inrMnnpSplkien:e,Ix,qupxrivilw M1n114ollmuv-16LLu,1.1. Job Truss Truss Type Qly Ply Std Pac/6510 El D YSPVS6510D MV10 Valley n I 1 1 A0474621 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 Run: L5u0 a Oct 32014 Pnnb 7,600 s Oct 32014 MITek Industries, Inc Wed Feb 04 09:21:17 2015 Page 1 ID:zrKBM_XOg7aNE01NNQGiHHzovL4uEic8hCrdSGhPBUHYpsOSxcFBQYI?NB 1 uMglGvzoaAW 10.0-0 10-0-0 1.Sx4 II 3 2x4s 6 5 7 4 1.5x4 II 1.5x4 11 LOADING(pso SPACING- 2-0-0 CSI. DEFL in Qoc) I/deg L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(L-) n/a - n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.27 Hom(TL) 0.00 n/a n/a BCDL 10;0 Code FBC2010rTP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purins, 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, m accordance with Stabilizer Instillation uide. REACTIONS. (lb/size) 1 — 4319-114 (min. 0-1-8) 4 = 21419-114 (min. 0-1-8) 5 = 545/9-114 (min. 0-1-8) Max Horz 1 = 185(LC 6) Max Uplift 1 = -23(LC 14) 4 = -116(LC 6) 5 = -297(LC 6) Max Grav 1 = 224(LC 15) 4 = 319(LC 17) 5 = 545(LC 1) FORCES. (lb) Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-345/58, 34=1671282 WEBS 2-5=424 719 ' NOTES- 1) Wind: ASCE 7-10; Vult--l7omph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.OpsF BCDL=5.Opsf; h=25ft; Cat 11; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces 8 M WFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked fora plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord hearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ih uplift at joint(s) 1 except at=lb) 4=116, 5=297. 7) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 34lb FT=0 Qrmu[.14unm.fM1,,.Y.m ulanmllBrwMavaumntavmnonomBWlr�iNmenmavarlma rmryb,y P.A,nrud Wx.Cal,moxgne.yllo-.�.tlMw,lx.rt4!mv,u„IY6, m. o0„mm.nm,na.4mo..ka�a®m, pl„Jtl Yn,erxbmomw..[tb.Ln,E,Wra^^f..4xaM119a,n3Mud..Imamr,wa..ulW aMBJn,ama.,�mgi^paf6hb M14isa C,+9Y1m,M:me.C.m9N.m:,m1.MYy,„w•f�SWiwIAaB,elaFr.l,vab,rm JWuS P.E LEE, MyWf,M,gr,IN... IN IM. KMltlWh,,W.eMI.MgCxaaMmOmtly&4,u,IMimtiAAie1�'.i Yvpe.Y,YOOY uEYu0.aa4M,eynuti6l,I h MlI, MO -A #34869 fa4,Ax.11.a11A vlYMnOvdMli.nm,vtllN,nn4M IN.,lvp.C1d7111114aMmpdSfin.d dM41,Im,O,.,r,4n,h,Nl,ryanllm,blexn, mkxxlnmisskfietlh, 1109QUact Bar p 4emogal,pa.Im,I,dMdmd Mrm,No,6,.nhMFMWfyOMpO.Im,rymm4pemvghilq YI„IAaeamnum dadb m 1. BoyMm Beady R 33435 Lrl„9Y&A11111.1 Tna 4IL[", aN damgY.qlo.,hpWlamiMan'm.lua,imN.IIbIM,n.I&,Iq 1L Job Truss - — Truss Type Qty Ply Std Pac/651O El D YSPVS651OD MV11 Valley t 1 I AO474622 Job Reference (optional) At ROOF TRUSSES, FORT PIEROt, rL 44a4ti Run: 7.6005 Oct 32014 Print: 7.600 s Oct 32014 MTek Industries, Inc. Wed Feb 04 09:21:17 2015 Page ID:zrKBM_XOg7aNEtHOb9QGiHHzovLWEic8hCrdSGhPBUHYpsO5xcFWQX4?N51 uMglGvzoaAW 3x4 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Inor YES BCDL 10.0 Code FBC2010rrP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, 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 = 108110-114 (min. 0-1-8) 4 = 212110-114 (min. 0-1-8) 5 = 573110-114 (min. 0-1-8) Max Horz 1 = 206(LC 6) Max Uplift 4 = -115(LC 6) 5 = -312(LC 6) Max Grav 1 = 260(LC 15) 4 = 318(LC 17) 5 = 573(LC 1) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP,CHORD 1-2=-349/64, 34=165/271 WEBS 2-5=445r734 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-CExterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 41.5x4 II -CSI. DEFL. in (loc) Well L/d PLATES GRIP TC 0.81 Vert(LL) n/a - n/a 999 MT20 244/190 BC 0.72 Vert(m) n/a - n/a 999 WB 0.28 Horz(rL) 0.00 n/a We (Matrix) Weight: 38 lb FT=O% 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 1001b uplift at joint(s) except at --lb) 4=115, 5=312. 7) This truss has been designed for a moving concentrated load of 200.OIb live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard nwpB.mnm>.ap�d�.,mu wolmimsrylm1�Irmm�rmvomonamountmmVlmemmallml..marls'ssp�ln,rnm.a.,.n,l�,e.al•uo.wPogrmas,u..ralna..unll.l..k u:,,.rt..m,lm.a,lw..rymr.:n.wn • pmdusm.al.m.moms,,u.s.un,wvracei.nf.knmrlrs:.4a,w..rloo�m.rn.,.r•n.dlmna.�lni.n:a�+w:erurmrr<w.ram.+nnu.,,a.r:sr..almNn:m,mLlMarp...vfinmmdve .rm.t nwrr.nam,un, JUUU3 P.E b.rtWrgi,n.n,pnaolrallo..n,6tn.url.usNel.Omo,m Giml h*i'+,,:mmnnmmllLmot.n.masAr lm[.eml.a.olynaaamoma.rr anennvimxue,mcollKs¢ma.p.swat.ntlYuy,omslNrt,p..liuramwYld&W4. 86 #74ab9 Iu'InEn. nrvl<,Inr4ne NomiMpmhmntlpfefnndwmlq[eeirvmkbryloleenlannrlppr,hetl6/mmlfntmvlemdmleml0a6m, mll,hv&nye�Aifixntlaai.Itlmelmfk,ipv,irmnaph�omrl,w Y.ltlnu,Nmalumtl,fin6h. 1109 CoosNl Boy wmno.,w.rwa.mmlrwwsl:Ma mrm,wapty�nnilralmuas�lonpnnrnnsnn.lm:�l..rswaa uR.umdm.smna,sa:mr. Bornlm Beodi, n 33435 41PYN9IDIIrl lrinm�H'nIn,ILtepvlvliednhamrma,norhigi,InHnelviNwlnilmofvr.,i�Ine111n1Imu,�6rn1e41.L Job Truss Truss Type Oty Ply Std Pac16510 El D A0474623 YSPVS6510D MV12 Valley y 1 1 1 Jab Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946 3.4 Run: /.600 s Oct 3 2014 42x4 II Wed Feb 04 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.64 Vert(rl-) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.27 HOrz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix) Weight: 42 lb FT=O% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No2 WEBS 2x4 SP Nb.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 cc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erectlon, in accordance with Stabilizer Installation guide. REACTIONS. (lb/Size) 1 = 173/11-11-4 (min. 0-1-8) 4 = 217111-11-4 (min. 0-1-8) 5 = 592111-11-4 (min. 0-1-8) Max Harz 1 = 227(LC 6) Max Uplift 1 = -19(LC 6) 4 = -118(LC 6) 5 = -322(LC 6) Max Grav 1 = 296(LC 15) 4 = 320(LC 17) 5 = 592(LC 1) FORCES. (lb) Max. Comp-/Mak Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=320/43, 34=168/273 WEBS 2-5=449f713 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; End., 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=125 plate grip DOL=125 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except Ot=1b) 4=118, 5=322. 7) This truss has been designed for a moving concentrated load of 200.0I1b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Qrinus.raubgsp+e%.m M1lloolnuM1l6ryIRRIBflumnr[mmnonrmlowlrmnnl(rvoam6lrxrl.n r=ore;.r•^e.+.a+.dwn.m,u.no.,�ppn.:p(Ria;memkb,ln,rtmn..wnln,,,,.u:+:ee.i+.+lq,lni,mn.nhdmm+ln IULIUSL P.E. /em+MllFmdI.M14EeYwH 1,�M+h+'ryr%InnB..SptiiFllyieelbwtlwgloo+epmM1�naprJX p,4+rJnj.ey,p,viSlryL RkvyiM1uy,tin+leppkl�dn4�.ubgl@,8igenvRBne6y+.fr�yvinl'3ry Mo+,tl N+Im+ �' bpoilfoli+RemFl+BnlAhonn.XeNnf+MY'vNMamlbeiNp A,gre.uY,mnmiPeI1LMRCtlf4mlMp+N,nf M1.0,9pniolM14ou1q Ntl�utl Mlmtefd"W�dLuairye,a+e14rm11imyykoYM,npuTNltlh NtlAP+9mms1 #34869 emnn.. n�anm MilYNoeE6r�ssM1nnlpidm,+tllYki+q(q®nderyld�mtia I12IPo1hnrlRniSttlnnlemxl NpeW palm. a111,4nMinpS&plw/I.aslA/nIm+0.4pn,ensONp G¢ae+niL.0 Y,Y.mvu,nksnlnirv@fietlq+ 1109 C.OM Bvy Wmtlm, nlepunii,kd p ,tnd4 NT—Ni llw,1410TM 1111, MMnln,+S11-( a I., ILM, alWld.0 ern lde a M I Baprtm 6e ,ft 33435 err9m>3Runlmm+n+-e�ln,rt ep+:aa+moae,:�l...epm�efdmnnamwd++®m=n I.IImm-aa+l,,.rt Job Truss Truss Type Oty Plr Std PaC16510 EI D YSPVS651OD MV14 Valley •1 1 A0474624 I Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print 7.600 a Oct 3 2014 MTek Industries, Inc. Wed Feb 04 09:21:18 2015 Page 1 ID:zrKBM_XOg7aNEtHMQGiHHzovLFMRG_Ll DTOmOY1 K3T6XNde99O5prHkq_A70ZspMzoaAV 3x4 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Ina YES BCDL 10.0 Code FBC2010rrP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied orb-9.4 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 1 = 256/13-11-4 (min. 0-1-8) 4 = 189113-11-4 (min. 0-1-8) 5 = 718/13-11-4 (min. 0-1-8) Max Horz 1 = 268(LC 6) Max Uplift 1 = -50(LC 6) 4 = -103(LC 6) 5 = -390(LC 6) Max Grav 1 = 342(LC 15) 4 = 305(LC 17) 5 = 718(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-354175 WEBS 2-5=-533t795 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; AVHZ; TCDL=5.Opsf,-BCDL=5.Opsf, h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; canlilever left and right exposed ;G-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked fora plus or minus 0 degree rotation about its center. 5 1.5x4 II 4 1.5x4 II CS]. DEFL. in (loc) I/deb Lid PLATES GRIP TC 0.95 Vert(LL) n/a - n/a 999 MT20 244/190 BC 0.85 Ved(rL) nra - n/a 999 WB 0.30 Hom(TL) 0.00 4 n/a n/a (Matrix) Weight: 50 lb FT=O% 3) Gable requires continuous bottom chord beadng. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except Ql=1b) 4=103, 5=390. 7) This truss has been designed for a moving concentrated load of 200.01b live located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ! eae�rc.nn.n..Yln":"!W'ammmmnryaurlmnumnl[Blamm�nmounrBnllN[noauouwlr Wn edle.aep..m",mm�ae.rn.man,o.sa.lm.anlioBrmim:�e,.rar,�...o.lad...n o-:n.a�,.nna.rt<mo..ryuaa,..e. =10,n=aln100'sis.Ida,.Im,Bd.4a.�W.sr�:nlr.,:.,M1s,.a.,.rmoi.r.w,.."ee..me.rm.,�:.1.1'."w,"pm+aa'all.�se.mno-aMl,.nM'^d.e.muN...o-mt he.dsn,.#nx:dA �.ano.,.,.uoam.rrn.am, un, JUUIIS LEE, KE Iam1dIN1Bn. n,rx,Aaarnll.run,hNw',..Ilwawml.IMG#.Il:,grc..ia.,emnlmlLn[L4nCMixd bldalu4.ami.2.wro,mrldaAneoryhie.uanetn,,,b.4fiyb+(ee.Ymgr.:,leAA.00aaun,CBWNinp.unSymneWM.OWiyenof 434869 [wm+.f1.anmuuu.mo®Elkpen:nmapa,aanalaaa:ryem.aeaaTim,uelvltm�immMm.oanu..,anmwan�a l+ame mleer m,nr xionma Mi.,mnannonym.an,wy.ur,,.,nfun,nmmean, n:n.n.dua,edh. nog toonol Bay 4ougsye.lurw'n niphY'D..:,inbd.I., NW Is, i, HT As Liin,lor. IsIr ,i,.lquenlnmy NLfµ N,gi.6vltnna,nlmnd:mL Boynton Be ,R. 33435 o101imaI1110 IWLnurkn,6.,rf. IMdAntl W, a""mm,i M Wn, is paled: vW,n iswlmv 11 I., I.— En4511 Job Truss Truss Type CRY Ply Std Pac/6510 El D YSPVS6510D OHS CORNERJACK 9 1 A0474633 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946 Run: 7.600 s Oct 3 2014 Print: 7.600 s Oct 3 2014 MTek Industries. Inc. Wed Feb 04 09:21:18 2015 Plate Offsets (X Y)— fl:Edge 0-1-91 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/de0 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.07 1-2 -626 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.00 Vert(TL) 0.06 1-2 >731 240 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2010/TPI2007 (Matrix-M) Weight: 8lb FT=O% LUMBER - TOP CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING- TOPCHORD Sbuctural wood sheathing directly applied or 0-11-14 oc pudins. BOTCHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during buss erection, in accordance with Stabilizer installation aide. REACTIONS. (lb/size) 1 = 136/Mechanical 2 = 136/Mechanical Max Hoa 1 = 80(LC 6) Max Uplift 1 = -88(LC 6) 2 = -114(LC 6) Max Grav 1 = 136(LC 1) 2 = 136(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 2) Plates checked for a plus or minus 0 degree rotation about its center. 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 except Qt=1b) 2=114. 6) This truss has been designed for a moving concentrated load of 200.0Ib live located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. 7) "Semi-dgid pitdlbreaks with fixed heels" Member end fixity model was used in the analysis and design of this buss. LOAD CASE(S) Standard rnAn6.w,.a..�yh,.,..u.anvornvireNun1¢ununun.muomvnamomfnvnlem>In[ulasrr. rmhewn�=,w�wmn.u:umm:so..:AMNmmIs,IMrtv,rta..wur.m,,,. wwn.a.ansma.m,lov,mrmn,.m,i. 1WU5©' Ibe„A.ml4.Inn M1aAlnsn(y1R:sm nlAO,rn,au.n,kn,m wing ll .blO -Pm,i.lm.dRi, me„ + P.E. I..1",km,.N'dw0m.mm,mam.mfto'N�Am.amomvmmmu�•Im1.h.9�14ftmwd.NWmaWTm,:ym&gxge,kWt".Ime&sk-k%,WIA&Iditay�mf #74a69 [uemlaunmmm:IkdpUs d.WnnN*bj i%NM U&g1m.maauS mE31klnavn., nlevam,AmdA®dw,.miEeri,mn,n,0r'm,�rPfinemim,Rym.Im,MpfepweflwmNmam.rimlmm.vnrmah, 1-89 ,ftOvy [wmtepvlepa:ntiglrApn:,mlrtl.IklnnGynNrmnivAOlmlelSq Aeigen.Inn SMmlyi,eehgmiPm.lAmrAY,elNn m„ile6Nuln 1. PapAm Oea[M1,R 3343$ L yfljM*n1111rrlmu,.timtM1L mpammetlm,Amvm.:.%ImM&!ne'naMnn mlbAmmirisnu.n uurmv,-bm,l,.ri .A-1 ROOF TRUSSES AFLORIDACORPORAnON Important Notes / Please Review Prior to Truss Installation: 1) Trusses are to be handled, installed and braced in accordance with the following standards: ANSI/TIP 1-2007; WTCA 1-1995 — "Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses", and "BCSI 1-03 Guide to Good Practice For Handling, Installing, & Bracing of Metal Plate Connected Wood Trusses" published by WTCA and Truss Plate Institute. Any of this material can be obtained by contacting A-1 Roof Trusses. Spanish versions are also available. 2) All temporary and permanent bracing design, connection, material, and labor by others. 3) Truss designs are for an individual component, not for a truss system. Reactions and uplifts may vary from building designers calculated loads. The building designer is ultimately responsible for clarifying any discrepancies 4) If provided by truss manufacturer, any engineered beams provided have been sized using information design guides or software provided by the beam manufacturer. The building designer should verify all loads uplifts, and bearing requirements. Truss manufacturer is not responsible for specifying beams, other than those provided by trussmanufacturer. 5) Unless specified, roof trusses are not designed for any additional attic storage loads. 6) On flat surfaces, adequate drainage must be provided to avoid ponding. 7) It is the builder's responsibility to assure there is adequate room for A/C ducts, electrical wiring and plumbing runs to assure they do not interfere with the truss chords. (Roof and floor.) Truss chords and webs cannot be art. Attic access opening should be located between trusses unless otherwise noted. B) Unless specified, valley framing design, connection, material and labor to be supplied by the builder. 9) Attached drawings are standard details that cover most installation standards. Structural details provided by the building designer supersede any attached details. 10) Trusses are not designed to carry the chimney, cupola, steeple, or other structures unless specified. Structure should be framed through the trusses to be supported by the foundation. In cases where trusses are designed to carry the structure above all loads and uplifts MUST be verified by building designer. Connection of structure to trusses must be provided by the building. designer. 1 1) The specific engineered truss drawings are subject to other terms, conditions, and details on the truss placement plan and/or individual truss design drawings. 12) Trusses are designed to carry ONLY the specified loads on the engineered drawings. Point loads for materials, erection personnel, equipment, whether temporary or permanent, are not allowed unless specified on sealed engineered drawings. Any questions or comments feel free to contact A-1 Roof Trusses at 772-409-1010. 4451 St. Lucie Blvd_, Fort Pierce, FL 34946 772-409-1010 Office 772-409-1015 Fax www.Altruss.com &N Name: U a P Address: STRUCTURAL CONNECTORS' Customer., A Wok'Compa Contact: Number. Hangers • Igo 'r" vOD a Ig� cr,'o .O6 N'' . g "'X ?14 � fibal el p du T1 JUS24 1883, 655 750 820 510 4- lad (Header) F182L39, 2- lad (Joist) 11- 0510.01, RR 25779 LUS24 670 765 US 490 4 - 10d (Header) I 1 1 2. 10d (Joist) T2 JU526 188:4 850 975 1060 1115 4-lad(Header) FU321.42, 4- lad (Joist) 11- 0510.01, RR 25779 LUS26 865 990 1070 h55 4 - lod (Header) 14 - lod (Joist) T3 MSH422 1831, 22 - lad (Face - Face Max Nailing) F1.822.36, 6 - lad (Face - Top Max Nailing) OR. 6 - lad (Joist - Face Max Nailing) 0303.06, 6- lad (Joist -Top Max Nalling) FIR 25836, 4.10d (Top -Top Max Nailing) 13116-R TW422 2245 2245 2245 6- 16d (CaHed Member -Face Mount) 6- lod (Carried Member . Top Flange) 22.16d (Face - Face Mount) 2 - 16d (Face -Top flange) 4 - 16d (top - rap Flange) THA1422 1635 1835 1835 2 . 10dxl-112 or2 - 1Odx 1-112 (Carried Member) 20 - lad ar2 - lad (Face) 14 - 10d (rap) USP Structural Connectors 1� T4 THD26 17" 2485 2855 3060 2170 18 -16d (Face) FL13285.35 12-10d x 1-1/2 (Joist) , 06- 092].05, RR 25843 HrU26 2940 3340 3600 1555 21 -10d x 1-112 (Carded Member) X - lod x I-I12 (Carried Member - Max Nailing) 20 - I6d (Carrying Member) X) -16d (Carrying Member- MoxNailing) T5 T14D26-2 1783. 2540 2920 33.75 2285 - - 18 - 16d (Face) FL13285.35 12-10d (Joist) , 06- 0921.05, RR 25843, 13116-R HHUS26-2 2785 3155 3405 1550 14 -16d (Face) 6-16d (Joist) HW26-2 2940 3340 3600 2175 20- lod(Carried Member -Max Nailing) ' 20 -16d (Carrying Member- Max Nailing) T6 THD28 1783. 3855 3965 3965 2330 28 -16d (Face) .. FL13285.35 16 - 10d x 1-1/2 (Joist) .06- 10921.05, RR 25843 HTU28 3020 4340 4680 2140 26.10d x 1-112 (Carded Member -Max Nailing) 26-16d (Canyinq Member- Max Nail(nq) T7 THD28-2 178:4 3950 4540 4935 2595 - 28 - 16d (Face) FL13285.35 16 -10d (Joist) , 06- 0921.05, RR 25843, .13116-R HHUS28-2 4210 4770 5140 2000 - 22 -16d (Face) 8-16d(Jo(st) HrUZB-2 3620 4340 4680 3465 26- lod(Carried Member -Max Nailing) 26.16d (Carrying Member- Max Nulling) T8 T14D46 178:4 2540 2920 3175 2285 1S- 16d (Face) IFL13285.35 12-10d (Jolst) , 06- 0923-05, RR 25843, 13116-R USP Structural Connectors ` HHUS46 2790 3160 3410 I590 1. 14 - IGd (Face) 1 ' 6-16d (JoUt) T9 TH DO 17814 3950 4540 4935 2595 - 28 -16d (Face) FL1328535 16 - 10d (Joist) , 06- 092L05, RR 25843, 13116-R HHUS48 4210 4770 5I40 2000 22.1Gd (Face) 8-16d(Jauf) T10 TH DH26-2 18" 3915 4505 4795 2235 20 - i6d (Face) FL82L75, 8 - 16d (Joist) 06- 0921.05, RR 25779, 13116-R HGU526-2 4355 4875 5230 2155 - 20 .16d (Face) 8-16d pals,) T11 714DH26-3 18" 3915 4505 4795 2235 20 -16d (Face) FL82L75, 8 -16d (Joist) 06- 092L05, RR 25779 HGLIS26-3 4355 4875 5230 2155 - 20 -16d (Face) 8-16d (Ja(st) T12 THDH28-2 184 6535 7515 8025 2665 36 - 16d (Face) FL82L77, 10 -16d (Joist) RR 25779, 13116-R HGU528-2, 7460 7460 7460 3235 36-16d(Face) 12 -16d (Joist) T13 THDH28-3 1883, 6770 7785 8025 2665 36- 16d (Face) FL82L77, 12. 16d (Joist) 06- 092L05, RR 25779 HGU528-3 7460 7460 7460 3235 36 -16d (Face) 12 -16d (Iolst) USP Structural Connectors low L z A � G JI C O C s ��o InU¢ ® � a ® W k ',I 1. F(j7° � .!'b 11.� lu i !il �x:F.l�xd ��'�'IV I"a�E • I�'I�'y��t lF2p •:.. i 3�'¢'�n' {C gTh'v� ( GY 4 '� i a A g' 'o J ON H V' N u L` 0 to b bHI Hu N W _ t�i i? 0 tb. I uH bp N m V � � bbI �ryII ('mil H •� u IJ' $ -ui I 1II�0III Ib*t H r b A o gb �N N R •f ate. a a£ a c N ppII 1'L $ � 4' � F°a. C •� u N ' � " o N N bryryI bH bN b b N N t} iz •C d w pp CI � S .. on to I' � � � � H N � � 00Cba'a, I I k6 , •N'1 N ry IV Z t�i A u .n - H h 1C •� v a ryy a 'i +� � H m �loab I I N �L H Z U Z� ❑ .a ryryI H ry m u r u s, bH b I N 4 b U �? a a NZ lHDb bb I N N W N.M. l{I, ; a l th j (��, j b ^tt� to kb j N ?q j Ml u, 6 ^ 4 }� ijm �i LL O ,ryf6t O �• O V O V -Oi " " N O &, v u O O v39 v X a� ,,,, ., X fI�! I$�?I I 15�{{' I• 1hd{!•I tgIi,y '!! 9 9 o O V m 9 71 m 1 9 m 9 H l0 9 9 m m H H 9' O m l0 �•1 M 9 9 O O H 9 0 9 9 9 9 N o 0 o O 9 9 m O ei 4•i 9 m {0 O iy ly 1010 m O H H 9 9 to O H H 9 9 m o H H -89 0 H ti yl� ry o I N m o I N m m o M ei m N m .{ I I a a N I I I I N ID l0 t0 d' m ryry ei rI m ryry ,i rl m m N ri m l0 N N m N ri ei m l0 N M t' N III • N M N In �nIQN; Y Va: tb N S tb N pp N m N ryry N N N N �p pp N iri�q G; t:M'(V I• F' F IT-!�- .t:,jF, ry r� ' 4, y ' 1Ct •i lt. J il'•rl{4ri J•iP'Y: %';+. I 1 I 1 I I I I 1 I 1 I I P Name: Address STRUCTURAL Customer. CONNECTORS' A MRak'Compamr Contact:: Number: JUS24 (Qty.1) THDH26-2- (Qty.1) THDH26-3 (Qiy1) r THDH28-2 (Qty.1) THDH28-3 (Qty.1) JUS26 (Qty.•1) Left ,s• 914 flange g W D Right w flange, MSH422 (Qty:1) THD26 (W..1) THD26-2 (Q6.1) ¢ Left Left flange s flange :4 �wtiy D Right �W�Y\ D Right flange flange THD28 (Qty.1) THD28-2 (W.. 1) THD46 (Qty 1) USPStructural Connectors ` Name: US STRUCTURAL Address � CONNECTORS' Customer AMiTek'Compamt Contact Number. Left �.�a flange , 3.• $� ii v,a• iFi u 43 wy, Right flange THD48 Ptyy. 1) USP Structural Connectors g =_ ET IHi6 JrJ,Opm7risc 1 t Jd PpSaratea arffionat{ l.1RWFliU55U',gnC PFTiti Ra.s46 FWe].iSas Juv222L12 Prtc ]39)eJn a2?-0t2hLTek NC FnW 191St6522at2 Pm�et mIYU4 aOlalCs�rR771+Mta]Rs .t• tdVA6:x3Hd7p 5Ms!(C7�yt173aDU17efF ' 2879 5-lA a&7 T 1Sd toe nails Scale.12L TYPICAL HIPJACK CONNECTION TSTBK MAX 55 PSF MAX ROOF LOAD mum 170 MPH EXC H=25' MAX NARM 13 4 24 t> 2, l2 MLM a..4s HAILED 3 12 UkLm TI ' HALM 11 20 comerjack vr1 wdh 2-16d ma MIsTClECtyp z Bt u ,s 7 s l a 4 MEM MUM MALE) 3Y4_ = tAnm NAil1' 24' strip 6_1 a& I.S. each end 5-t-9 9.9.7t 9. 7 -LB-1 0. 6 PlaleOdsess >L dF0-90-i LOADING (psp SPACING 240 [Si DEFT In Quc) Well Lid PLATES GRIP TOLL 30.0 Plates Increase US TC IL71 Vert(L.L) -OM 6 7 >999 360 PAT20 2"1190 TCOL ISM Lumber Increase 126 BC 0-49 Vert(TL) -0.09 6-7 >999 240 BCLL 0.0' Rep Stress Inv NO WS 0.50 HOMCM 0.01 6 nia nia BCDL 10.0 Coda FRG2010,TPI2007 Qdald") Weight44In FT-0`, LUMBER BRACING OP CHORD 2x4 SYP IA 3B TOP CHORD Stnmtural Mad sheaWng direUy2ppffed ar60-0oc pudins. BarCHORD Z(4 SF No-2 EDT CHORD Stuchrrdievod sheathing dkectlyappiled or e-9.4=bracing. WEBS tad SF No-3 hiTek teenrrtmends Nat Stabilizers and reryhedaos brazing he Installed dudng IrIGs erection, N aexrdznce vdth Stabilizer lastaliallon guide REACTIONS QNsm) 4-I8Wv4echanlca42-608aIG-I5 (m1n.0-1-e).6-362iMerhPJrtcal Max Horz2-S0e(LC 4) Ida= Up3a4—I58(LC 4). 2--382(LC 4), 6.-159(LB) Max Gr<v4-21StO 2), 2-784(LC 2J 5-412p-C 2) FORS (Ib)- h1m CampiWI;;cTeri-All fames 2500b) vrless erdeplwhen shovm. TOP CHORD 2-i1--9333iS45,it-12—B5NSH7.3-12--849903 BOr CHORD 274-681/e-1H,14-15--03978<8,7-IS--'.391e{8, 7-15=-439B4H. o-i6--43oJB4t1 WEBS 3.6-916475 NOTES 1) Wind: ASGE 7-10;170mph (3secord gus0 Vasd-132mph; TCOL•5.Oasl; BCOL-S.Ops; h-256; Cm- tl; Exp C; EncL. GCpi-0.18; MWFPS (envelope); cantilever left and right exposed; Lumber DOL-133 date grip DOL-I M 2) TIAs Inns Is not designed to suppod a roiling andis nothRended fruse vdrere aesthetics area co ssiderafion. 3) Plata- chectted Ira plus or rrzmrs 0 dagreemtadon abuta Itsersrler- 4)This Nos has bezo designed ford 10.0 pst bottom chord five load nvreartcunerd with any other live loads 5)•TNstruss hagbttndesgnedforaive Inadol2a4stonthebodo chordNalIareas wherea reGangle3-6-0 tall by Z-0-0 widevAO fit behmen the bodom chord and any olner members. - \`Ij1I11I(fill'. ' VIC 9Y W_ •_�� U.. STATE OF 3-.. \ \ 7'QNALI�II\ 1109 COASTAL BAY BOYNTON BC,FL 33435 10=112 TYPICAL ALTERNATE BRACING DETAIL FOR EXTERIOR FLAT GIRDER TRUSS 4 12d TRUSS 24' o.c, UPLIFT CONNECTION SEE R.00F TRUSS EXTERIOR FLAT GIRDER 12 PZTCHp 4 12d MAX 30" (2'—a") 2X� .#'2 SP BOTH 24°' o.c. SIMPSON H5 FACES ..�� J�� "tcENsF. <Fl e .� STATE OF /•_�� 1109 COASTAL BAY BOYNTON BC,FL 33435 10/19/1z A STANDARD PIGGYMCK TRUSS FEBRUARY 14, 2D12I CONNECTION DETAIL (PERP NDICULAR) I ST-PIGGY-PERP.I oylollll If Lkk-U Ja MiTek Industries, Inc. DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEARTRUSSES} ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEEROESIGNER ARE REQUIRED. PIGGY-BACKTRUSS (CROSS-SECTION VIEW) Refer to actual truss design drawing for additional piggyback thus information. NEAR SIDE 6Xiek Indusmea Chesterrierd, MO Page 1 of 1 MAX MEAN ROOF HEIGHT.30 FEET BUILDING CATEGORY 11 WIND EXPOSURE ISor0 WIND DESIGN PER ASCE 7-98, ASCE 7.02, ASCE 7-05 100 MPH (MWFRS) WIND DESIGN PER ASCE 7-10125 MPH (MWFRS) DURATION OF LOAD INCREASE FOR WIND LOADS: 1.60 THIS DETAIL SHALL BE ONLY USED FOR RESISTING A VERTICAL WIND UPLIFT UP TO 140 LBS MAXIMUMAT EACH CONNECTION POINT. BUILDING DESIGNER IS RESPONSIBLE FOR THE LOAD EXCEEDING THIS LIMMATION AND/OR IN OTHER OIRECRONS. ATTACHPIGGYBACKTRUSS TO BASETRUSS WITH (2) -16d (0.131- X3_51 NAILS TOENAILED. /FAR SIDE 1 FLATTOP CHORD OFBASE TRUSS BASE TRUSS (SIDE VIEW) Refer in actual Truss design drawing for additional base truss information. NOTES FOR TOE -NAIL: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES W ITHTHE MEMBER AND STARTED 1/3 THE LENGTH OF THE -NAIL FROM THE MEMBER END AS SHOVM 2. THE END DISTANCE, EDGE DISTANCE. AND SPACING OF NAILS SHALL BE SUCH ASTO AVOID UNUSUAL SPLITTING OFTHE WOOD. NOTES FOR TRUSS: 1. THIS DETAIL IS VALID FOR ONE -FLY PIGGYBACK TRUSS ONLY: 2 THE CHORD MEMBER OF PIGGYBACK AND BASE TRUSSES MUST BE SOUTHERN PINE OR DOUGLAS FIR -LARCH LUMBER: 3. THE SPACING OF PIGGYBACK TRUSSES AND BASE TRUSSES LS 2 FT OR LESS; 4. THE PIGGYBACKTRUSSES SHOULD BE PERPFNDICULARTO BASETRUSSES. S. PIGGYBACK TRUSS MAY NOT CANTILEVER OVER BASE TRUSS OR HAVE AN OVERHANG WHICH WILL CREATE A HIGHER UPLIFT AT CONNECTING POINT `�1111111f1rf///` `J uS S. �4 �• ,.......... �\ �. * � N 34869 b. DfS -� UZ 0, _ STATEOF i r'ZORIO': " Q> 1109 COASTAL BAY BOYNTON BC,FL 33435 '10/19/12 FEBRUARY 14, 2012 I Standard Gable End Detail e _ , I SHEET 2 ' 4A` M= NhTek Industries, Inc. MTek lndmbjz.s, ChaAmf,K MO Page 2 Of 2 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD Trusses @ 24" o.c. HORIZONTAL BRACE 2r6 DIAGONALBRACE SPACED 4B' O.C. (SEE SECTION AA) ATTACHEOTOVERTIGALWWH (')-16d Roof Sheathing , �MMONWIRE NA9SANDATTACH® TO BLOCKING WTH (5) -1Dd COMMONS. 1,-3. 4 ' _. ?e "T room Or THE GABLE ENLv , nqT DS 2X 4 PURLIN FASTE)EDTO FOUR TRUSSES WITHTWO 161 NAILS EPOR. FASTEN PURLN \ TO BLOCKNG WITWO 1 Ed NAILS (MIN) Dlag. Brace at 113 points , \ \ ` PROVIDEU4BLOCKING BETWEEN THE TRUSSE: SUPPORTING THE BRACE ANDTHETWOTRUSO ifneeded ifneeded ON EITHER SIDE AS NOTED. TOENAIL SLOCIDNG AEACH END. TTACH DINGO r'-' ABETOP,LOACIaNGWITH (5)- 10d COMMON WIRE NAILS. (' I CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES FASTEN PER THE AND SFECIESASTHETRUSS VERTICALS NAIUNG SCHEDULE- • POR WIKD SPEEDS 120 MPH (ASCE7-Se, 02, 05).150 MPH (ASCE7•10) OR LESS, NAILALL MEMBERS WITH ONEROW OF70d (.131' XX) NAILS SPACED W O.C- - FOR WIND SPEEDS CRFATER120MPH (ASCE 7.98, 02, 05L 1SD MPH (ASCE 710) NAILALL MEMBERS WITH TWO ROWS OF10d (.131- X3T NAILS SPACED 6- O.C. RX 4STUDS MINIMUM) MAXIMUM STUD LENM14S ARE LISTED ON PAGE 1- ALL BRACING METHODS SHOWN ON PAGE I ARE / VALID AND ARETO BE FASTENED TO THE SCABS OR VERTICAL SKIDS OF THESTANDARD GABLETRUS ON THE NTERTOR SIDE OFTHE STRUCTURE NOTE: THIS DErAILIS TO BE USED ONLY FOR / STRUCTURAL GABLES W RR INLAYED STUDS. TRUSSES WITHOUT INLAYED STUDS ARENOTADDRESSED HERE / STANDARD / STANDARD I OR OTHER STRUCTURAL GABLETRUSS INLAYEDSTuD :ItIOR j hPIMCING MUST N 34869 � '•.FLORIOP_: Gib � 1104 COASTAL BAY BOYNTON BC,FL 33435 FEBRUARY 14, 2012 I TRUSS CONNECTION DETAIL I ST-PIGGY-PLATE aaa� 00 000 �aa leek Industries. Inc. This detail is applicable for the following wind conditions: ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 Wind Standards order all enclosure and exposure mrtlitions as long as no uplift exceeds 377 tbs. Refer to actual piggyback truss design drawling for u nts. NOTE: This Detail is valid for one ply muses spaced 24- o.c. or less. PIGGYBACKTRUSS Refer to actual truss design dmMng for additonal piggyback truss information. ./ I SPACE PUALINS AC( LNGTOTHEI=MUM SPACING ONTF E TOP CHORD OFTHE BASE TRUSS (SPACING NOT TO EXCEED 24' O.C.J. A PURLNTO BE LOCATED AT EACH BASE TRUSS JOIN. M rex u Esc e: a z rim, MD Page 1 of 1 Attach piggyback truss to the base truss WM 3'x8' TEE -LOCK Mutd-Use connection plates spaced 48' a.c. Plates shall be pressed into the piggyback truss at 48- o.e. staggered from each fare and nailed to the base toss wrdh four (4)- Sd (7.Tx0.099-) riafls in each plate to achieve amaximum uplik capacity of 377 lb at each 3'x8' TEE -LOCK Multi -Use connection plate- (Min(mum of 2 plates) Attach each pudm to the top chord of the base truss. (Purlins and connection by others) Refer to actual truss design drawing for additional base truss Wmrmation. A ps 1 5 /�r1 7,``�i `� �i�- -CENS •-L� ! 69-Ar LU Q STATE OF ��`��s��NA�t�r.�`• 1109 COASTAL BAY BOYNTON BC,FL 33435 10/19/12 FEBRUARY 14. 2012 �JQQ CO L_JVL !U MiTek Industries. Inc. TRUSSED VALLEY SETaDET AIL I ST—VALLEY SYP Mffek Industries, ChesterfipU. MO Page 1 Of, 1 GENERAL SPECIF ICATIONS 1. NAIL SIZE= 3.5' X O.l3l'=16d 2. INSTALLVALLEYTRUSSES (24-O.C.MAXIMUpni AND SECURE PER DETAILA 3. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS 4. BASE TRUSS SHALL REDESIGNED WITH A PURUN SPACING EOUILIVANTTO THE RAKE DIMENSION OFTHE VALLEYTRUSS SPACING. S. NAILING DONE PER NDS - 01 6. VALLEY STUD SPACING NOT TO EXCEED 413' O.C. 7. ALL LUMBER SPECIES TO BE SYP. SECURE VALLEY TRUSS W/ONE ROW OF 16d NAILS S' O.C. WIND DESIGN PER ASCE 7-M ASCE 7-0, / WIND DESIGN PER ASCE7-t0150 MPH OIIX4 TRUSS i ASCE 7-US 120 MPH ATTACH 2x4 CONTINUOUS NO.2 SYP MAX MEAN RDOFHEIGHT-30 FEET ROOF PITCH a MINIMUM WZ MAXIMUM 1DA2 IN OEACH FSETRU t6d(0-731'X3-5')NA6S CATEGORY 6 BUILDING INTO EACH BASETRUSS.vsonermernon DETAIL A (MAXIMUM 1" SHEATHING) N.T.S. KTCP CHORD TOTAL LOAD s(rh§l§W 111IIY' K SPACING- 24' O.C.(BASF<NiJD 4F'$E•8./(��i IIMUM REDUCED DEAD pl),q� F•••.: ONTHETRUSSFS —�' Y STATE OF �ZaNA: ` L LOAN 1-109 COASTAL BAY BOYNTON BC,FL 3343E OCTOBER 1, 2005 I LATERAL TOE -NAIL DETAIL I ST TOENAIL SP NOTES: 1-TOE om AND ENT 2-THE I.J 7-/L_JL_J AST AS T MTek Industries. Inc_ 3• ALL FOR TOE -NAIL SINGLE SHEAR VALUES PER NOS 2001 (Ib/nail) DIAM-I SYP I OF IHF SPF SPFS O -131 88.0 B0.6 69S MA 59.7 J .135 93.5 85 6 74.2 77B 63.4 Zr, -182 1 108E 1 99.6 86A 845 73.8 .a Z -128 743 Fra 53.9 57.8 5113 -131 T59 69.5 603 59A 51.1 .148 1 1114 74.6 64B 63.7 52S m VALUES SHOVY4 AFE CAPACITY PER TOE44AIL APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE' (3)-16d NAILS (.162' dcam.x 3S1 WITH SPF SPECIES BOTTOM CHORD Forbad duration increase of 1.15-. 3 (naffs) X 84.5 (Ib/nail) X 1.15 (DOL)= 291.5111 M=I mum Capacity ANGLEMAY VARY FROM 30' TO 60' 45.00' ANGLE MAY VARY FROM 30' TO 60' OF45 MTekl ftshies•Cheshufield.UO Page 1 oF1 5 OF NAILS SHALL BE SUCH OF THETWO SPECIES THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW VIEWS SHOMARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW M.?-4) LS NEAR SIDE NEARSIDE 45.00' SIDE VIEW (ZB3 3 NAILS NEAR SIDE NEAR SICE NEAR SR E ANGLE MAY 60' 45.00' lift, XUs s k� LACENSF ••_�� i N34869 n �* —'fl _ i7J(�(,i[)//iJC�1L/AJ yy�^jf1 LLB_ !p �i ••'•.�ORIDP: ' G�� 1109 COASTAL BAY BOYMON BC,FL 33435 OCTOBER 1, 2006 I UPLIFT TOE -NMI -DETAIL . I ST-TOENAIL UPLIFT �IDu� 000 MTek Industries, Inc SIDE VIEW NEAR FAR, SIDE NOTES. 1-TOE NAILS SHALL BEDRIVEN AT AN ANGLE OF 30 AND STARTED 113 THE LENGTH OFTHE NAIL FROM 2. THE END CISTANCE. EDGE DISTANCE AND SPACJ MITak Industries, cha xrwd, MO * Page 1 Of 1 SUCH AS TO AVOID UNUSUAL SPLrMNG OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER. VALUE OFTHE BOTTOM CHORD SPECIES OP. TOP PLATE SPECIES FOR MEMBERS OF DIFFERENT SPECIES TOI OF SIDE VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY TOE -NAIL WITHDRAWAL VALUES PER NOS 2001 (Ib7nail) EXAM. I SYP CIS I HF SPF SPF-S O ,131 58.5 31b �.8 203 J.135 603 4TS 1 32S 30.7 209 in_162 1 72.3 57.0 39.1 36.9 25.1 m z .128. 53.1 41g 2e.7 27.0 19.4 .131 543 4T8 293 27.7 188 r .148 SIA 493 332 31.3 213 vi .120 46A 357 oq U 23A 159 o .128 49.0 38.8 265 25.0 17.0 b -131 50.1 39S 27.1 25.6 17.4 a9 .743 Sfi.fi 448 30.fi 28,9 19b VALUES SHOWN AFC CAPAOlYPE1TOE-NAIL. AFPUCASLE DURATION OF LOAD INCREASE MAY BE APPLIED. EXkMPLE: (3)-16d NAILS (AST dam. x 3.5') WITH SPF SPECIES TOP PLATE ForWind DOL of 133: 3 (nalls)X 36.8 (Tbfna4)X 1.33 (DOL forr ind) = 146.81b Maximum Allowable Uplift Reaction Due To Wind ForlMnd DOL of 1.60: 3 (nails) X 36.8 (Ibfna])X 1.60 (DOL forwind) = 176.61b Maximum Allowable Uplift Reaction Due To Wind If the uplift reaction specified on the T iuss Design Drawing is Mora than 1468lbs 1176.6lbs) another mechanical uplift connection must be usod. USE (3) TOENAILS ON 20 BEARING WALL ^'USE (4) TOENAILS ON Z S BEARING WALL END VIEW 10/19/12 AAAAIII I II! I t fit `�� J�.•'`CENg. ��. i� i * • • N 34869 ��•• _ STATE OF :•�� i ' :FCORIDP: ' • N 1109 COASTAL BAY BOYNTON BC,FL 33435