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HomeMy WebLinkAboutTRUSS PAPERWORK� F L:.tlF21C3!�„O�T't�RA}7'lCit�l 4451 ST. LUCIE BLVD ul FORT PIERCE, FL 34946 �ZZ ® -PH: 772-409-1010 U. J ®V FX: 772-409-1015 Wul ® www.AlTruss.com WV5co 7 sP 10; 9P 0 Nc\e� TRUSS ENGINEERING BUILDER: PROJECT COUNTY: LOT/BLK/MODEL m MASTER#: OPTIONS I ►�: MORNINGSIDE ST-LUCIE LOT.59 / MODEL:WILSHIRE 1800 / ELEV.B2/ GAR R 77301 WRMSWSB2 STANDARD �= A-1 ROOF TRUSSES AFLORIDA CORPORATION RE: Job WRMSWSB2 Lumber design values are in accordance with ANSI/fPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. Site Information: Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE Lot/Block: 59 Model: WILSHIRE 1800 Address: 401 SEAFOAM CIRCLE Subdivision: City: __ County: St Lucie A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946 State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 Roof Load: 37.0 psf Floor Load: 55.0 psf This package includes 42 individual, dated Truss Design Drawings and 16 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seal # Truss Name Date No. Seal # Truss Name Date No. Seal # Truss Name Date 1 A0129796 A01 10112/18 13 AN29808 CJ1 10/12/18 25 A0129820 FL04 10/12/18 2 ' A0129797 A02 10112/18 14 A0129809 CJ3 10/12/18 26 A0129821 FL05 10/12118 3 A0129798 A03 10112/18 15 A0129810 CJ3P 10/12/18 27 A0129822 FL05GE 10/12/18 4 : A0129799 A04 10112/18 16 A0129811 CJ5 10/12/18 28 A0129823 FL06 10/12/18 5 A0129800 A05G 10112/18 17 AN29812 FG02 10/12/18 29 A0129824 FL07G 10/12/18 6 A0129801 A06 10112/18 18 A0129813 FG03 10/12/18 30 A0129825 FL08 10112/18 7 A0129802 A07 10/12/18 19 A0129814 FG05 10/12/18 31 A0129826 FL09 10112/18 8 A0129803 A08 10/12118 20 A0129815 FL01 10/12118 32 A0129827 FL10GE 10112/18 9 A0129804 A09G 10/12/18 21 A0129816 FL01GE 10/12118 33 A0129828 FL11 10/12118 10 A0129805 B01G 10112/18 22 A0129817 FL02 10/12/18 34 A0129829 FL11A 10/12118 11 _ A0129806 B02 10/12/18 23 A0129818 FL02GE 10/12/18 35 A0129830 FL11GE 10/12118 12 IA0129807 I B03G 10/12118 124 1 A0129819 1 FL03 10/1 136 IA0129832 I HJ3 10/19118 the truss drawing(s) referenced have been prepared byMmek Industries, Inc. under mydirectsupervisionbased on lIeparameters provided byA-1 RoofTnssee, Ltd. Truss Design Engineers Name: Anthony Tombo III My license renewal date for the state of Florida is February 28,2021. NOTE:The seal on these drawings indicate acceptance of professional engineering responsibility solely forthe buss components shown. The suliability and use of components forany paNarlarbul ling is the responsibility ofthe building designer, WANSUPI4 Sec. 2. The Truss Design Drawing(s)(TDD[sn referenced have been prepared based on the construction documents (also referred to at times as Structural Engineering Dommentsl provided by the Building Desgnerindcating the nature and character of the work. The design criteria therein have been transferred to AnthonyTombo m PE by [Al Roof Trusses orspecific location]. These TDDs (also refemd to at times as Structural Delegated Engineering Documental are specialty structural component designs and maybe pad of the pmjecCs deferred orphaned submittals. As a Truss Desgn Engineer(Le, specialty EAgineer),the seal here and on theTDD represents an acceptance ofprofesslonal engineering AnthonyT responsblltyforthe design of thesingle Tross depkded on theTDD only. The Building Desgnerts responsible forand shalt coordinate and review the TDDs for &,mpatbifilywith the'vwdtten engineering requirements. Please review allTDDs and all related notes. 4d36b989999e20a51b6cde8e �evr'ekved Q/I rC h &4 /4 A/!i av'7 Page 1 of 2 f�L &-fG A-VOw0iGi A-1 ROOF TRUSSES AFLORIDACORPORATION RE: Job WRMSWSB2 No. Seal # Truss Name Date 37— A0f29833 HJ7 10112/18 38 A0129834 J4P 10112/18 39 A0129835 J7 10/12/18 40 A0129836 VM02 10/12/18 41 A0129837 VM04 10112/18 42 A0129838 VM06 10112/18 43 STDL01 STD. DETAIL 10/12/18 44 STDL02 STD. DETAIL 10112/18 45 STDL03 STD. DETAIL 10112/18 46 STDL04 STD. DETAIL 10/12/18 47 STDL05 STD. DETAIL 10/12/18 48 STDL06 STD. DETAIL 10/12/18 49 STDL07 STD. DETAIL 10112/18 50 STDL08 STD. DETAIL 10/12/18 51 STOL09 STD. DETAIL 10/12/18 52 STDL10 STD. DETAIL 10/12/18 53 STDL11 STD. DETAIL 10/12/18 54 STDL12 STD. DETAIL 10112/18 55 STDL13 STD. DETAIL 10/12/18 56 STDL14 STD. DETAIL 10/12/18 57 STDL15 STD. DETAIL 10/12/18 58 STDL16 STD. DETAIL 10/12/18 Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. Page 2 of 2 Job Truss Truss Type Qty Ply RENARMORNINGSIDE WRMSWSB2 AO1 Common 3 1 A0129796 Job Reference (optional) *1 Roof Trusses, Fort Pierce, FL 34946, design@albuss.00m Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries. Inc. Fri Oct 12 17:17:21 2018 Page 1 ID:OMsTuGzQH5ifu1T6OcPcrgygv8-Q71SxbOzIGSESDFIHsNRD1 kgSzINXkgSdkfapxyU64S -1-0-0 5-5-8 13-4-0 21-2-8 26-8-0 '1-0-0i 5-5-8 7-10-8 7-10-8 SSE 4x6 = 6.00 12 Dead Load Deb. = 3/16 In 2 R1 PH 711 loi 10 17 9 18 8 3x4= 3x4= 4x6= 3x4= 3x4= '8-6-6 18-1-10 26-8-0 BE-6 I 9-7-5 B-6-6 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 20.0 .Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.33 8-10 >983 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -OA8 8-10 >661' 240 " BCLL 0.0 ' Rep Stress Incr YES WS 0.43 Horz(CT) 0.06 7 n/a We BCDL 7.0 Code FBC2017/TP12014 Matrix -MS Weight: 122 Ib FT = 10% 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. BOTCHORD Rigid ceiling directly applied or 541-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) -7 = 984/Mechanical 2 = 1073/03-8 (min. 0-1-8) Max Ham 2 = 123(LC 11) Max Uplift 7=-256(LC 13) 2 = -291(LC 12) Max Grav 7 = 984(LC 1) 2 = 1073(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1849/1246,3-4=1559I1050, 4-5=-1446/1071, 5-6=156711080, 6-7=-1861/1258 BOTCHORD 2-10=-1035/1632, 10-17=455/995, 9-17=455/995, 9-18=455/995, 8-18=455/995, 7-8=104911646 WEBS 5-8=-328/574, 6-8=-470/529, 5-10=-314/565, 3-10=-461/521 NOTES- 1) Unbalanced roof live loads have been considered for • this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf, h=22ft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces& MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent 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-M wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 256 lb uplift at joint 7 and 291 lb uplift at joint 2. LOAD CASE(S) Standard xmq.r�¢firma.bdaaanasffi(avnlwaummrmrartparmru; ore7r¢wnl�.7rx¢r.fra.Tpmm,w�,a¢memo,vtaae..wimAmm+�tl=k0.arm�mia.,K asr,.urmd.rta,w d1dm�Yr��16mIbb14106rSt 4Yiwbapbp�pa.SrntrfGa4fe�uc}ie�¢euAenpEu,dYy'tlnutlV�egnsne�LN!bbLaptlbsgM1imvQ�61¢bi®NRdenVL R4s�¢me,^,m,k�.S.isSxbSbr Anthony 7.80083 llP, P.E. elmdb�Inubmrpixry i¢Smlfg6ab1e1=1pugs,YbmvdbH,b RdbYJbe�qulydVn, Ibpevil,IhPJdgbilm b@gOvgi,h91SedRuCiOdbbnvvldrytl • ' kl wwMrdbbv,bOm muala4rrmnaaa a�awerinrbNnerpr�vdbm,lW�`�ro,.zl�pgdhurv4mamhl�dw�x trua�e,mR,rim,dmn<bu,¢lew,emtrwa�.vwu¢,x�a...mm w d 4451 StLode Blvd. Lurie nmWldN7rrexCwnlTYnrghtpmbMM1 ipSm Pv¢[ysxbpibrxdik+ka,YM1lnnedgtmrdq Yaq a9 mmn¢kelxlnl fort Pierce, FL 34946 ( N®P01EA-I Bed4Yms- 1.IemEe IEt ndeaiwd0ildueme4hu Ivgn a43Bed.tPavlllenmo rPP�P �l°f � R 1 P Pnmiemtrmkl Pvdlemkbegt.femlo D,rl Job Truss Truss Type PN d012979.7 WRMSWSB2 A02 Hip �Qty 1 �RENARMORNINGSIDE 1 Job Reference (optional) A-1 Koot msses, ran Ylerce, rL 34946, deslgnigialaUss.com Run: 8.210 s May 18 2018 Print 8.210 s May 18 2018 MITek Industries, Inc. Fri Oct 12 17:17:22 20184 Page 1 ID:OMsTuGzQH5ifu1T6OcPcrgygvB-uCsgexOZ3Z 4)NgUgaugmEHtuNCFGCwcrOP7MNyU64R 13-M 1- -" 5-5-9 13-0-0 73� 21-2-7 26A-0 28'0-°1 - 1-0-0' 787 04 ]87 SS9 1�-0 5.6 = �-0 6.00 72 x8 = Dead Load ban. - 31161n 3x4 = 3x4= - 4x6= 3x4= 3x4= LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deg L/d TOLL 20.0 Plate Grip DOL 1.25 TO 0.83 Vert(LL) -0.34 11-13 >940 360 TCDL 10.0 Lumber DOL 1.25 BC 0.82 Veri(CT) -0.50 11-13 >641 240 SCLL 0.0 Rep Stress Ina YES WB 0.37 Horz(CT) 0.06 9 n/a n/a BCDL 7.0 Code FBC2017frP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 5-11-2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection; in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1071/0-3-8 (min. 0-1-8) 9 = 1071/0-3-8 (min. 0-1-8) Max Horz 2 = -117(LC 10) Max Uplift 2 = -289(LC 12) 9 = -289(LC 13) Max Grav 2 = 1071(LC 1) 9 = 1071(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=1840/1228, 3-4=1552/1036, 45=-1443/1057, 5-6=10081877, 6-7=-1443/1057, 7-8>155211036, 8-9=-1840/1228 BOT CHORD 2-13=964/1622, 13-20=-417/1008, 12-20=417/1008, 12-21=-417/1008, 11-21=-01711008, 9-11=-978/1622 WEBS 3-13=4611510, 5-13=305/558, 6-11=-305/558, 8-11=-461/510 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=22ft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 289 lb uplift at joint 2 and 289 lb uplift at joint 9. LOAD CASE(S) Standard lI4 PLATES GRIP MT20 244/190 Weight:123Ib FT=10% rmW M1uetm9ehmv.b'4II Iut rduea,4M W'. lld,r,@e+lu mltlnkifl.a`} tllf,ImtN1YnYAbmltrbl:JhY,bile.LntwphPeaN.Spm�bpxY brtleyN]nPeadem tlblKvb[INLLWOnAmNINIbMInV�h>EY4n, ewNN4YPdemLbinPMeA,e.Y4Wm�N,yvk=EC Anthony T. Tombo 111, P.E. d,atlMimetrNW�pehnl%+Y'y'!tlbOrue6,0noeehld4'ly@rYfWOuTe.�M2Nid&.b Cm10eM1'+YMM,W0.lAW.�I�NIDBdw@Ymtl4LustY.9Avr+iM.NOSvel6n9ilYYbrt�arGa14 E66083 bbxq M.gndfineN. lCYbeeN.blWdbpbettmlpi+uibptl9ifcladf[ry. 4iwo0Q,rdHdlpAdfWne&mlbrmtlP�mlCbsh,.pNVau¢i6btl6Lnvdv�v.lmehpfyeae,l➢,sfshme,e�m I 4451 St. WCle Blvd. em.neYmmlr.Ycm.r+m.mahnl.m.,a.a mlm,u�w��ermsravr�..u„es�e.un,��mwa mar+a+mbR�memi. � Fort Pierce,R 34946 0 bOIDIAA4 UoHmses-AmEw i.imSv III,PE le mlvmavvlllislammem,mv Pmr / p gMgivpevh�dedinlvmiErYMCl pnmifvivehemA�l lvdinsso-F.vdwri.ivmivlA,LL Y Truss Truss Type DtY Fly RENARMORNINGSIDE 1 FV:RMSWSB2 A03 Hip 1 1 A0129798 Job Reference o tional AS 1 Row Irusses, Fort Pierce, FL 34U, deslgn(ogalWss.com Run:B.21Ua May16zu16Pnnt B.2lUa May1B2Ula MIIeK 46 = 4x6 = Inc. Fri Oct 12 44 = 3x4 = 4x6 = 3x4 = 44 = Dead Load Deft = 5116 in I 114)-0 4$0 11-0-0 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 - Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.36 9-17 >885 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.68 9-17 >469 240 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(CT) 0.05 7 Na n/a - BCDL 7.0 Code FBC2017/TP12014 Matrix -MS Weight:119lb FT=10% 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 2-11-10 oc pudins. BOTCHORD Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. -REACTIONS. (lb/size) 2 = 107110-3-8 (min. 0-1-8) 7 = 107110-3-8 (min. 0-1-8) Max Horz 2 = -101(LC 10) Max Uplift 2 = -276(LC 12) 7 = -276(LC 13) Max Grav 2 = 1071(LC 1) 7 = 1071(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1664/1077, 34=-13731952, 4-5=1169/886, 5-6=-13731952, 6-7=166411077 BOT CHORD 2-11=781/1438, 10-11=49011169. 9-10=-490/1169, 7-9=-789/1438 WEBS 3-11=-435/429, 4-11=252/425, 5-9=-252/425, 6-9=435/429 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=22ft; Cat. It; Exp B( Encl., GCpi=0:18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and righP exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ' 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pad bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom'chord and any other members, with BCDL = 7.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding276 lb uplift at joint 2 and 276 lb uplift at joint 7. LOAD CASE(S) Standard regrrmm,gsr,w.m•u lwrn�t(�Smvu3smuoutmummlpOru7mcr�erllrrm3eha�P,vwnd�e.mrom3wmcrm4ldmremM1ua4rt3,me.,swm. ex„d.+c,mm.mloaW NelampGf4flbmtrbb Prmbd4lsvfRublpr¢,e{L.�ILpevj,m,tlagl4inprvmvmoymibpm+utlyme3„ymb9%mble¢Cmvoj,Nulgrolmmtaaf.dvAtlYbJpevgbnYtyvrneyu21k1@r And=YT. Tg111b0III, P.E. dm46b M,bgmblhhNp,hbtlb@im,0,v+v'vvd¢vtlylvmWbppb�{v,tlbm'altlbpl.m6dmkillvYq�cf&l lhpmtltlm69dntrtl,vLbrm�h301t�{hµmWIDod6¢gilehmnrNlryd 460083 ' b bbppm4adr mm.a.nW,Yvbl4DdbPab4alrtl,fmrOh4tlgGmrsnYglmv®@Vlydh4dgMaw. 4451 St. Lucie Blvd. r3amu16dllr(6elvFdrpmmmglpeONmv,4d lYlnuhaybrm,balbbkn rm¢m,vNn3Nv5rsmE4Yr49 Nvpffi4trmmmldnlmfil" � Fmd Pierce, FL 34946 llppipMD191{A11wflmus-AvawpfiomEv0l,ri[epnlamavfaivlvmwm,ivupbim,ispniIDiMmbEvNar mrmevpe�sdbbvml�l lvvlinssm-AmOvvrl.Iomlo N,rl 4012J8O1 6.00 12 o-" Sxfi Sx6 = 3x4 = 3.4 = 44 = 3x4 = 3x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.34 10-12 >940 360 TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.5010-12 >643 240 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(CT) 0.06 9 n/a n/a BCDL 7.0 Code FBC2017frP12014 Matrix -MS 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. BOTCHORD Rigid wiling directly applied or 5-9-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 107310-3-8 (min. 0-1-8) 9 = 984/Mechanical Max Ho¢ 2 = 121(LC 9) Max Uplift 2 - _ -289(LC 12) 9 = -254(LC 13) Max Grev 2 = 1073(LC 1) 9 = 984(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-1844/1237, 3-4=-1557/1044, 4-5=-1448/1065, 5-6=1013/886, 6-7=145611074, 7-8=-1566/1053, 8-9=-1857/1249 BOTCHORD 2-12=-1025/1626, 12-19=-465/1013, 11-19=-465/1013, 11-20=-465/1013, 10-20=-465/1013, 9-10=-1039/1640 WEBS 3-12=-461/510, 5-12=-302/557, 6-10=317/567, 8-10=-470/519 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult--160mph (3-sewnd gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=22ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end'vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonwncurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 289 lb uplift at joint 2 and 254 lb uplift at Joint 9. LOAD CASE(S) Standard Dead Load Defl. = 3/161r PLATES GRIP MT20 2441190 WeighL'1211b FT=10% boq'Fe4E^egYlmimb'liP:➢ndSm�tai4H1tRA16f le:llk>4t6[CY(iNailWtlIDAnfYa MIM4FVBued,MWvmti51nvN46'eMll�idmeaalLlmYWIt1Ev.®WVI1b,ew. BdeaGe,AudtlmblAq WtelmmpmoClYrsikm@tegwt YelmspvgfgEmpe,ynyters+yYvtlmmflWm+�mvpb�etlbgmswdegm+gn�34.mYa9AabvyLmeLShwmbieetle.demt.lmm4mo-mF :WW%'.'v4 gnthMY T. Twnbo lll, V.E. d,adObLmbghagdYaym6btab4mY0mYw9oeJgei.bt�q Wgv.eb2damlQ.bRdbYilt�qu6dlFL iaplmOtlblWdgdHndbimtYdig43alGgtbtlanalttlq MlYmuya,FLry! �80093 ' bdbghcryudfemn.Nm,wse YlIXldbpavdr (.5 a Ml Hmrm,cgmdL£mdlbdmLavb�.NOEupfirOvdGmYmbY..epa 4451 St Lude Blvd. hr. d'kn.,as,mlYi®ireYn rum'ma+slhe4emgeaq.s.,eghopsn.MM1tYtme Ysp YpmxmbYmgbspa..ImeipaalagrVmp wysSabm.,uadw1�1M11. kv E0. kabM ko .. b Fat Ptetce, FL 34946 bprOV2016A-1le0imssb-pct6mpl.IoeAeN,lt Yp,odeaavdNrdommevl,ioaeplwm,upo63ih6N6Mgvad�pmm�4eehnlItedLatut Aa0oeF7.lam6o0,Fi r Truss TTmssType City Ply RENARMORNINGSIDE rJo�b RMSWS62 A07 Roof Special 1 1 A0129802 Job Reference (ootionall & 1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Ina Fri Oct 1217:17:26 2018 Page 1 ID:OMsTuGzOH5ifu1T6OcPcrgyCjveJmYzmyRRMUMfagY3W RNONNmbl3TbA2YLdnyiyU640 26-9-0 -14-0 7-5-1 9 11-0-0 15-80 18-6-4-4 9-2 22-M 24d 2 264-8 14-0 7 367 4A-0 2-104 3-2-14 2-2-12 1- 038 4x4 = 5.6 = Dead Load Deb. = 114 in 4.4 = 3x8 = 3.6 = 3z4 = 6x8 = LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.31 13-16 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.56 Vert(CT) .-0.59 13-16 >546 240 BCLL 0.0 Rep Stress Incr YES WB, 0.21 Horz(CT) 0.05 10 n/a n/a BCDL 7.0 Cade FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or3-1-15 oc purins, except end verticals. Except: 1 Row at micipt 6-8 rBOTCHORD Rigid ceiling directly applied or 6-10-11 oc bracing. JOINTS 1 Brace at Jt(s): 8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10 = 976/Mechanical 2 = 107310-3-8 (min. 0-1-8) Max Horz 2 = 211(LC 12)' Max Uplift 10 = -253(LC 9) 2 = -268(LC 12) Max Grav 10 = 976(LC 1) 2 = 1073(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-0=-167011028, 3-0=-13801904, 4-5=-11761843, 5-6=-13141852, 6-7=-13611933, 7-8=1469/1029, 8-10=1471/1023, 9-10=251/146 BOT CHORD 2-13=105011441, 12-13=-726/1170, 11-12=-726/1170, 10-11=-933/1399 WEBS 3-13=-386/424, 4-13=-235/407, 5-11 =-1 23/327, 7-11=-3321294 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=22ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss•has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 253 lb uplift at joint 10 and 268 lb uplift at joint 2. 8) Graphical pur in representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 149 lb FT=10% Pmrq.nmmgV�mnbni6�FimSajSalQjffOltPJl6r(CIpIf4166pCPhU!J�t:P9rif0(AeYb¢ rvryhvPpoMrNrtdmroMMibCP[m4l�aldb4^�fLimlr4rt lJmmffitlMln�a. @bvamrtu�PblSC,oh Wtel¢aeblbesd0bralbbR�ixlrmL 4nnvhgrfybvle.k�7[galtlr,qeq(6,¢eaManq�vtlbR@tmfv}mynpvWabb6apittp'aLmslryMmbiOpol,rdII{I. hlerlPeal3stk�g »:`n, m,'^ Anthony T. Tombo III, P.E. tlrndMrlrrabgG£gbhngmibldOrOv,bOmSr@aLJ ,Nub gprp[,tlbmmib4h0f�Ibbd Wtlyu6d9n hgpnYlf�ibdg6tll�n4brMwtlellxiytleR, trffit�elFaq 6phbrtyefiL'(tl -80083 ' amcgmr�rrm�.urm,m..minrbramrwati,tlbe.wlbrmue�e,s.palprodamra3nras.ebP4p�mlea,b,e.er,dcmdburvbop.l,.oemPrw.rm,emem�r„,�e, 44515L Lucie Blvd. ree.bM.JgrrmC9alwY�aghdP�whd hLnrdaPrytm6r]IhMYAl�gpai4.utryubpedyMV4 uuVB6MkmsnelfitlulNl. 0 fan Pierce, FL 34946 f NOIDIbH tedtmusI.IrcSeN,rE 4 edoRmdeisdomm wnh pPSe^r P d,ieul im�opolIDddzdEnllEendwtnoissiuhev411oc1lmusAoeaFl.Faedo N,rE Job Truss Truss Type aty PN A'O129803 WRMSWSB2 A08 Half Hip 1 �RENARMORNINGSIDE 1 Jab Reference (optional) A-1 KOor I tosses, ran nerve, rL J4 b, cesign(Nalwss.com 4x6 = 3 Kun:e.zlus Mayl6zularnnl:a.zlus Maylczul6MlleK 3x4 = 3x6 — d 5 inc. rn uut IL i, i t:Ca Dead Lasx D816. = 3116 In 3.4 = A 7 44 = 3x4= 3x6= 3x4= 6. LOADING (psi) SPACING- 2-0-0 CS]. DEFL. in (lox) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(L-) 0.27 11-14 >999 360 TCDL 10.0 Lumber DOL - 1.25 BC 0.87 Vert(CT) -0.39 11-14 >815 - 240 BCLL 0.0 Rep Stress Incr YES WB . 0.93 Horz(CT) 0.05 8 n/a n/a BCDL 7.0 Code FBC2017frP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 'Except' T1: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-4-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 8 = 979/Mechaniral 2 = 106710,1-8 (min. 0-1-8) Max Horz 2 = 207(LC 12) Max Uplift 8 = . 311(LC 9) 2 = -249(LC 12) Max Grav 8 = 979(LC 1) 2 = 1067(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1615/886, 3-4=-1352/912, 4-5=-1215f724, 5-6=-1215f724 BOT CHORD 2-11=-911/1342, 10-11=-978/1477, 9-1 O=978/1477, 8-9=558/843 WEBS 3-11=-03/36b, 4-11=3131190. 4-9=-3841372, 6-9=242/561, 6-8=-1198/807 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=22ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ,ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 311 lb uplift at joint 8 and 249 lb uplift at joint 2. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight. 132 Ib FT = 10 L Job Truss Truss Type Oy PN MORNINGSIDE r WRMSWS82 AO9G HALF HIP GIRDER 1 �RENAR 1 A0129804 Job Reference (optional) -1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fit Oct 12 Dead Load Deff. = 31161n Us = 1.5x4 II 5.8 = 5.6 = 5i 11 LOADING(psf) SPACING- 2-0-0' C DEFL. in (loc) I/deb Ltd TCLL 20.0 Plate Grip DOL 1.25 TCSI. 1.00 Vert(LL) 0.21 10 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.38 9-10 >837 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.78 Horz(CT) 0.08 8 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'ExcepV W2,W3: 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. rBOT CHORD Rigid ceiling directly applied or 7-0-10 oc bracing. WEBS 1 Row at midpt 7-8, 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation gguide. REACTIONS. (lb/size) 8 = 2102/Mechaniml 2 = 1940/0-3-8 (min. 0-2-5) Max Horz 2 = 166(LC 8) Max Uplift 8 = -730(LC 5) 2 = -602(LC 8) Max Grav 8 = 2102(LC 1) 2 = 1940(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-3667/1164, 3-15=-4145/1428, 15-16=-0145/1428, 16-17=4145/1428, 4-17=-414511428.4-18=-4180/1451. 5-18=-4180/1451, 5-19=-4180/1451, 6-19=4180/1451, 6-20=-3107/1075, 20-21=-3107/1075, 21-22=-310711075, 7-22=3107I1075, 7-8=-199Of771 BOT CHORD 2-11 =-I 079/3201, 11.23=407813221, 23-24=1078/3221, 24-25=1078/3221, 10-25=1078/3221, 10-26=-1075/3107, 26-27=-1075/3107, 27-28=-1075/3107, 9-28=-1075/3107 BOTCHORD 2-11=-1079/3201, 11-23=1078/3221, 23-24=1078/3221, 24-25=-1078/3221, 10-25=-1078/3221, 10-26=-1075/3107, 26-27=1075/3107, 27-28=1075/3107, 9-28=1075I3107 WEBS 3-11=0/614, 3-10=-45711054, 4-10=815/526, 6-10=-426/1218, 6-9=-1389f718, 7-9-120113474 NOTES- 1) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=22ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1'60 2) Provide adequate drainage to prevent water pending. 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-M 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 730lb uplift at joint 8 and 602 lb uplift at joint 2. PLATES GRIP MT20 244/190 Weight:1341b Fr=10% 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)118 It, down and 129 lb up at 7-0-0. 118 lb down and 129 lb up at 9-0-12, 118 lb down and 129 lb up at 11-0-12 , 118 Ito down and 129 lb up at 13-0-12, 118 lb down and 129 lb up at 15-0-12, 118 lb down and 129 Ito up at 17-0-12, 118 lb down and 129 lb up at 19-0-12, 118 lb down and 129 lb up at 21-0-12, and 118 lb down and 129 lb up at 23-0-12, and 118 lb down and 129 to up at 25-0-12 on top chord, and 310 lb do" and 70 lb up at 7-M, 77 lb down at 9-0-12, 77 lb down at 11-0-12, 77 lb down at 13-0-12, 77 Ib down at 15-0-12, 77 lb down at 17-0-12, 77 It, down at 19-0-12, 77 lb down at 21-0-12, and 77 lb down at 23-0-12, and 77 lb down at 25-0-12 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of -the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=60, 3-7=-60, 8-12=14 Concentrated Loads (lb) Vert: 3=118(B) 5=-118(B) 11=-310(B) 15=118(B) 16=118(B) 17=1 18(B) 18=-1 18(B) 19=-118(B) 20=-1 1 8(B) 21 =1 18(B) 22=-1 18(B) 23=-56(B) 24=-56(B) 25=-56(B)26=-56(B) 27=-56(B) 28=56(B) 29=-56(B) 30=-56(B) 31=-56(B) Y¢uIPmWosPlrnMb'NIL�ID6S6(Sa'.416irraRif46f W49Nn(BIY, (C�a1l(r4"11�u:mYa rmhtvppaeltlntlmN�6nNUFaPMq(W'6,alYltmgLralLltlde®9Mkblva ¢faldmluGtlo4TAd( Wida.,oalfivtrHbrLtrb@i9tr10I 1llinuCu#^U+,1V^"Ir9�Mi4WOW0.",Ml�ee�vV�tlYRW,mtl,9m4agnLpiWY69Pdbmp1,Guthl�l�4P9nhvlefil. YMs�n,vY H:lo�tlw. ¢Ty'7 Mthmy T. Tornbo III, P.E. W.dMI.WartLLrye4„gc5dgd4t+a.Y0.m1n0mely�v4rdlwMgs�ba-md WK&I YW wta tlThliuprmddYl9fdgWYmdbLvtWlglgm't5b bwgd®trY,ep W4a -'60083 Yk£gfto'tlra'mA. a. W.bmwWP�aatlrOSadbWLipLgnl3d06bed'd�p4y1FAd6fln,demlbpvirybn lnlWbzs4,gaJYntl�tl44m ik wT t nppfgavanmttlzb0ae,t4a I 4451 St Lucie Blvd. dmuvWdryvfdMgtlgaYVWlgdlcEnadgt YUmfvy WpmhglY Wbpktga.atmdl0vrg�tlgkWq aigi&'dWu"oldalhWt Fat Plerze,R. 34946 (eppng7l®IDlfkl lwlln.w-A0b.,Llrs5v04LE IepivdvkmvllGrdombm,ubp h,vthpiodAiredvdgodlhvnuevpvvissim6em11 Ydimuo YaagLlampv0,PL Job Truss Truss Type qN PIY RENAR MORNINGSIDE A01A805 WRMSWSB2 B01G Common Girder 1 2 Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@a1tmss.com Run: 8.210 s May 182018 Print 8.210 s May 182018 MITek Industries, Inc. Fri Oct 1217:17:28 2018, Page 1 ID:OMsTuGzQH5ifu1T6OcPagygv8-ILD5P TKfPkERIHeeq?4?VXWColdgslUEJsSZ1yU64L 44-1449 4191-0-0 0 -911 4-9 4I 7 I 4x4 II 3.6 11 7x14 MT20HS= 3x6 11 4x8 = 4-11-7 9-8-0 14-4 19-0-0 4-11-7 4&9 4-8-9 4-11-7 Dead Load DeB. =118 In Ig . Plate Offsets (XY)-- (2:0-4-0,0-1-151 16:0-4-00-1-151, 17:04-4 0-1-81 18:0-7-00-4-81, r9:04 4.0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.15 8-9 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 SC 0.63 Vert(CT) -0.28 8-9 >842 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress [nor NO WB 0.61 Horz(CT) 0.06 6 n/a n/a BCOL 7.0 Code FBC2017frP12014 Matrix -MS Weight: 2151b FT = 10% LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3'Except' W3: 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 34-15 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS. (lb/size) 6 = 5695/0-3-8 (min. 0-2-6) 2 = 3721/03-8 (min. 0-1-9) Max Horz 2 = 95(LC 8) Max Uplift 6 = -1627(LC 9) 2 = -1153(LC 8) Max Grav 6 = 5695(LC 1) 2 = 3721(LC 1) FORCES. (lb) Max. CompdMax. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 23=-8113/2515, 3-4=-6408/1966, 4-5=-6427/1967, 5-6=9495/2751 BOTCHORD 2-9=-2259/7205, 9-14=-225917205, 14-15=2259R205, 8-15=2259R205, 8-16=-2408/8482, 16-17=-2408/8482, 7-17=-2408/8482, 7-18=-2408/8482, 18-19=2408/8482, 6-19=2408/8482, 6-20=-2397/8454 WEBS 4-8=-1624/5383, 5-8=3115/912, 3-8=16941667, 3-9=398/1254, 5-7=58612423 NOTES- 1) 2-ply truss to be connected together with 1Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psF, h=22ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise indicated. 6) This buss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 7)' 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1627 lb uplift at joint 6 and 1153 It, uplift at joint 2. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2088 lb down and 7441b up at 7-0-12, 965 lb down and 325 lb up at 9-0-12, 962 Ito down and 267 lb up at 11-0-12, 970 lb down and 268 In up at 13-0-12, 970 lb down and 270 lb up at 15-0-12, and 970 lb down and 270 It, up at 16-11-4, and 9751b down and 266 Ib up at 18-11-4 on bottom 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 (plf) Vert: 1-4=-60, 4-6=-60, 2-6=14 Concentrated Loads (lb) Vert: 14=-2088(F)15=965(F) 16=-962(F) 17=-970(F) 18=970(F) 19=-970(F)20=-975(F) fcq.nemmnnbjmm•m'I4rrp(n06arx8FPlaraunn81f0aN[a[61AY11@�I1a49 fifrerflfde Vatm,PwmmdMde.mim,o^Pmv4Im1tl6lGarLfmle RrLrLena9m6Mne uds,�.trmtl,ekm§.nT Nd<mrnrksila[,mlbmmOmx,m4 A,aumkgaommPa.wwnegQ4.cove,,.rrureaYoenve.vamrrenvvmgemupaynuuwmmwgvamigcsmspmsvoamo.p.mv mt. Anthony T. Tomho 111, P.E. N,aAW Imsb RIwUn,mnga,b01tlm 0.wm 0.o 1dgaemsvn.l4nte..mmmtlanGmv;memJrk.iM,el Unea,Mtlmm4ae.6nu, amlmc tA3er�'K9.mu9f W"JAbmnff.Wdye .80083 mmxgkrnmlfm,m.mmcsm4•mm0 of mradasmynwmumhe0grgam NpFFauO.(IdjlNNtlq am INl mMuml6AndPa. ml INm¢l,egei9ms1a1WediLe50.Cpe.lms kqupenmin¢YsdmiaeM 4451 St. Lucie Blvd. v1a.wMedryaummy,d.,vboN4d rsveb mum k9elav,n r016m'emleo nm r bml. � Fort Pierce, FL 34946 fvppilM®t01Abl1vvflnsseaAvavgLlvmhaiM1P.E.@Pmdv4iwd%is Evmmvel,ivmrlorc,ispm63ded.iMVNMevnnevpe�uvvhvmA-I [e4Gvsseo- Avbvorl.Ivmlvm,P.L - Job r Truss Truss Type Oty RENARMORNINGSIDE WRMSWSB2 B02 Hip 1 [[Y 1 A0129806 Job Reference (optional) A-1 Root Trusses, Fort Pierce, FL 3 Mb, designig altnlss.cdrn Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Frl Oct 1217:17:28 2018 Page 1 • ID:OMsTuGzOH5ifu1T6OcPcrgyCjvB-jLD5F_TKfPkERIHeBq747VX91oGjgy9UEJsSZ1 yU64L 104-0 -14-0 5-z-9 s-0-0 e-a-0 1a-1a 1s<.0 zo-e-0� 1d-0 5-2-9 3-9-7 39-7 5-2-9 1.4.0 0-8-0 - 3x4 = 3x6 113z4 Dead Load Defl. =118In = 4 I4 3x4 = 5x8 = 314 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.36 Vert(LL) -0.14 10-16 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.2610-16 >877' 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(CT) 0.03 8 n1a n/a BCDL 7.0 Code FBC2017ITP12014 Matrix -MS Weight: 87 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- . TOP CHORD Structural woad sheathing directly applied or 5-0-1 oc pudins. BOT CHORD A Rigid ceiling directly applied or 7-8-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 799/0-3-8 (min. 0-1-8) 8 = 799/0-3-8 (min. 0-1-8) Max Horz 2 = -85(LC 10) Max Uplift - 2 = -216(LC 12) 8 = -216(LC 13) Max Grav 2 = 799(LC 1) 8 = 799(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-11931790, 3-4=-898/602, 4-5=-746/588, 5-6=-746/588, 6-7=-898/602, 7-8=-11931790 BOTCHORD 2-10=561/1036, 8-10=-572/1036 WEBS 3-10=-3471362, 5-10=-272/509, 7-10=347/361 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=22ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 216 lb uplift at joint 2 and 216 Ib uplift at joint 8. LOAD CASE(S) Standard Ivtln�lPm4vgtbmYab'AItlAllydfOfYLLfP6 �iltNRtNW'ACn[01pC(Na111nT.FpYRb¢Ie18M¢potlmdrtieNaMLmbghrq�IpL;dh4lv11.Ir1,41LWe¢,L�Mn�a Btlur@e.NMtlnEelChmj Net�vlasd9dwlb,bruOYMnLLlpl,nr&YPfStvPa•SRmglrxefrtlu4ngnenPOWuvoyaa4Mrtln,batquvgn4b61%trOrMPmhvs�,ln„IyMu46CeQ.e6eA1.b4upwa8:aq,Hspm9v,,�917 Anthony T. Tombo N, P.E. de,dm,M,kgkVgkb,ap,dWdbAa.bortiv tvhtl,pvbkYgpuip,abmlltlbOCbi WbbllaYgNrvJ 0.L iupn, N�Ce®fdmEelu,tl41mvt1�rkMaqurythmCamelYvgdflhb,era0lgd t80083 bueglu{ndr .NeMbMablWtlbP SGClCINe,Ibk.IGgrlcpy4"ryltrypyPl4jp8NY41Rtlaflm��mfbrm4(.4u 4Nbfv6ngmlLbitlNe/b4ntdYre.NURunlgvvelbalahaY,ehss 44516t. Lucie Blvd. rLalul6tlfiapffsA9�•Aa�111d1a0emtl,441nsrd"+Ta�ItlOfbltlglsln.rtM,SlbabnnOWl�4 N9tlmltmmelSdaRH. FM Pierw, FL 34948 6 MO 2016A1Iodlrvves-Ilea LIOPia N,Pi@nlo0iolddisin000 p}ril °w p m,Maglorm,ispm60deExi%mkr ml4epeiminioo600 A�I1oA1'nsus�Aedoeyi.iomLOl,rt Job Truss Truss Type Qty Ply RENAR MORNINGSIDE 90129807 WRMSWSB2 B03G Hip Girder 1 1 Job Reference o tional A-1 Root I fusses, ron nerve, rL 84 b, oeslgn(malwss.com Run: 6.Y1u s May MiTek Industries, Inc. 0.= 1/1e in 3x4= 1.5x4 II rxc— 1.5x4 II 3x4= LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.21 7-15 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(CT) -0.29 7-15 >807 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.22 Horz(CT) 0.07 5 n/a n/a BCDL 7.0 Code FBC2017rrP12014 Matdx-MS LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-2 oc purins. BOT CHORD Rigid ceiling directly applied or 6-7-11 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 147610-M (min.0-1-12) 5 = 147610-3-8 (min. 0-1-12) Max Horz 2 = -69(LC 6) Max Uplift 2 = -511(LC 8) 5 = -511(LC 9) Max Grav 2 = 1476(LC 1) 5 = 1476(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2638/907, 3-16=2303/844, 16-17=2303/844, 4-17=-2303/844, 45=-2638/907 BOTCHORD 2-9=-74212283, 9-18=741/2303, B-18=741/2303, 8-19=741/2303, 7-19=741/2303, 5-7=740/2283 WEBS 3-9=-9/586, 4-7=-9/586 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=22ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 511 lb uplift at joint 2 and 511 It, uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 240 lb down and 249lb up at 7-0-0,118 lb down and 129 lb up at 9-0-12, and 118 lb down and 129 lb up at 10-3-4, and 240 lb down and 249 lb up at 12-4-0 on top chord, and 310 lb down and 70 It, up at 7-0-0, 77 Ib down at 9-0-12, and 77lb down at 1034, and 310 Ib down and 70 lb up at 12-3-4 on bottom chord. The design/selection of such connection deAce(s) is the . responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=60, 34=60, 4-6=-60, 10-13=14 Concentrated Loads (lb) Vert: 3=-192(B) 4=-192(B) 9=-31 O(B) 7=310(B) 16=118(B) 17=-116(B) 18=56(13) 19=56(B) PLATES GRIP' MT20 244/190 Weight: 751b FT = 10% ietlf.RaBn,glhrtm6'411A4a45a(Y{IfPA WUlfflgS![xiAGVmINpa4}44:'f14:44v1'h¢ Iery60p NOWndrti,Tf mtletrmpegpmglM14;mhlLmtllmb411Weme WEllc,rn. @mvCanv adnmNtedt WIhUmN,lMtl4n,mmmlide6Ki 4etmilupfgmpv.ycmhfepivmwemllmnFnrtmmoi®tlmPdvetleWu.'qn'ImAA%mminWmh,%�'NUISaYpml®eh.emAH mlwPM1us4m4MAmfiuSWS®P Anthony T. Tombo 111, P.E. meudbtm,mgYlryXm,nIwAA4mmu[m0nhvbmdePmmmldegRYrs xmnexmAtrOr,m4tlmhJmYa1m4m0.t A{yntl4m@1m,wfeguvOmLueNCgbCgaq�6�n1emmYvgiltlhmmpaiytl II80083 ' mmv,kn.Wsmvv..m.nnmmm¢mmmgnm,dpvda�[mtmmvtvgremfcge..eupmpnempmmsmmmemaspmpeu trua�wi,nl�m4vrnmwnnmummale,tmsusptyemmu.ubadmv,zta 44515[. Wde Blvd. e9nmlBodlfeambry,aepmr�mnhmPemm�lm➢elnutlu[r tgvmmlplmWxglmym,mPenSlCaeiemtgmip W�SloYkomml4mIDl. � Fort Pierce,R. 34946 (vppilllOID76k1ldernssn-Amlvvyi,ivmle116lE lepnleaivvdNslvmmem,mmryMq.ispvhihnedm3lvmlle rrienpe,mitsivvhemkl tealinssn-AvAvvrl. iemlvlll,rd Job Truss Truss Type city Ply WRMSWSB2 CA Comer Jack 12 �RENARMORNINGSIDE 1 A0129808 Job Reference o tional f-1 Roor Tnusse5, Fort Pleme, I-L 9 wtb, designUgaltluss.com Run: 8.210 s May 18 2018 Print: 8.210 eMay 18 2018 MTek Industries, Inc. Fri Oct 12 17:17:29 2018 Page 1 '- ID:OMsTUGZQHSifulT6OcP rlgyCjvB-BYnUCKUyCus53SsrIY WJYj3DGCnpPSReSzb?5TyU64K -1-4-0 1 i 0.11-11 14u 0.11-11 LOADING(psf) SPACING- 2-0-0 Cat. DEFL. in (kc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.00 7 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(CT) 0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a We BCDL 7.0 Code FBC2017rrPI2014 Matrix -MP Weight: 6 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 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. r MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = -6/Mechanical 2 = 181/0-3-8 (min. 0-1-8) 4 = -20/Mechanical Max Horz 2 = 42(LC 12) Max Uplift 3 = -0(LC 1) 2 = -71(LC 12) 4 = -20(LC 1) Max Grav 3 = 13(LC 8) 2 = 181(LC 1) 4 = 19(LC 8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-secend gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=22ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 1,0.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 white 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 6 lb uplift at joint 3, 71 lb uplift at joint 2 and 20 Ib uplift at joint 4. LOAD CASE(S) Standard roeqre„ee.�5�m.m•uuotmm�lsw�PmsunuurmLmuslmw(umlmmm;an'n., l�rpaeopwn.das.a..m�u.,o�vlm4(�n;dm+nll.t=aartreom+mnv..H em+mr.mmx.amh.ecl YPO�mil'F,tPmp�fmmnrbYNd LeOn+Mly W.vPa,lpebB(apx4.b.lugNupe:woav{rm�YMPtlnWN�ghmyrtymJ6hh,m1epY6�vjvlmi2ltltlnleR4Nl,dvRLMN�pum{nw.h[9m0'�uiulJ9} Anthony T. TOrnb0111, P.E. dmtlb4,d¢pk'JllbbngmmlgEM1PUM1o�vP++6:edg5eM1leuupMgs,�maaAutlm PLLComhdMxqul,rl0.L Thga+nlrmdGdgB,Hn+�mrmetYyb[gvYptrmlSeulhe6pddhL*rtpamflpE 380083 m M'M'Wd . e.M W..hmwb pvlb, wp--d*pp" fe9�.k'A�[WK8 bmmuu.rzl ft RftP>u RIM brtymifemtlWSOLny MRe.Irm4cPrePrafOmin',a4Wss I 4451 St. Lurie Blvd. • +ffi+Iu16Wile0� WY.4hd,Mo %L%T.D1argn,6 1piml ,rRl. Fort Pierce, FL 34946 fvppipG107P7AA1Gvttrtue-Av0vvpLTvmhv l6/L lepndemvevl@islvmmevl,rum{Ivre,ispmlilGedrilhvNlhn�evpe,missiwhvmhl8vdlmses Am myLT=i,g,PL Job Truss Truss Type city Pry RENAR MORN INGSIDE 4129809 WRMSWSB2 CJ3 Comer Jack 10 1 Job Reference o tional A-1 Kool I msses, eon tierce, eL 34946, design(glaltmss.mm Hun:5.21us Maylazula Pnnt:a.Llus MaylazulamiteK 2w4 = LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 4-7 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 7.0 Code FBC2017ITP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-M 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 = 65/Mechanimi 2 = 212/0-8-0 (min. 0-1-8) 4 = 23/Mechanical Max Horz 2 = 82(LC 12) Max Uplift 3 = -43(LC 12) 2 = -63(LC 12) Max Grav 3 = 65(LC 1) 2 = 212(LC 1) 4 = 43(LC 3) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psC BCDL=4.2psf; h=22ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3). This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M 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 43lb uplift at joint 3 and 63 lb uplift at joint 2. LOAD CASE(S) Standard if� me. en um I< 11:I r:ju zul PLATES GRIP MT20 2441190 Weight: 12 lb FT=10% Fvap'PlaeAvndr,Mna'HL'etf➢LiR(NIIPA�91(mRtIL0110(0(61p11j Wlaj{m:'S.aJf11'brm leAl4ep Pwmwtlbw�e0u1,»Oephmq�W?tlb4dg1.Iw4SitWe®9Mlhinv rmlmR b00tloaNL aNinm:mlMstl9au,IballUepML IfHm,b¢,hPaeQa.f�m0regvda Wng110mev5maopmaCapdn:bLpssYlnymtlwi4bbgEavgeN„ym,lebN4eq.tlmmlM1hpwm{emhm9mlmni,rml9M1 MalonY T. T01rit10III. P.E. rdmdfetm,agdl0{Ivanip'uvltlitl40mta Orov',R+Rtl�ealaVap4uye.mb�amb Ol,aCWM1eitldYe3n4m1GnfiP:wmtlalOBdm@tlmEalnntl9Evk�gro9lA0'.6fam1M6iilwYanWIC t80083 \J\\ advyoesmdwa®.IYessmrtlmrmnmaPvmasmlpWmvtleeu.�eq(mraaSEq Ghmrm@SOyluJtlymcflKleeMvunapwpdauml etuti,yrnaysmf6m6azLnvenpv.lrm4s�ujsnvlrmsLmme,.ku 4451 St. Lucie Blvd. ne.mtdwrl.h®cywwsamtgawmama aL.ua,�tgwnPOlaragm,4xrP,eL,ufpaatpeJmbaaa NgmmJwv«mia.Iemt � Fort Rerce, FL 34946 L///�•■ fv a®lOIAA�I Aoonmws-Avilvv I. ivmhvllLP.L 4 wdvoiw90isdvmmed,ivv Iwm,is ,vlildeErilbvml6r vnrtee vmiidwhom A-1lvofLann-AmAvv 1.ivmtolll, Pt Job Truss Truss Type Dty Ply RENAR MORNINGSIDE WRMSWSB2 CJ3P Jack -Open Structural Gable 2 1 AO12981O Job Reference (oodon 0 7 i RWi i russes, ron rlerce, rc .w %eesrgn(wa Nun: 8.21u a May id 2U18 Plot: 8.210 a May 18 2018 MITek Industries, Inc. Fri Oct 12 17:17:30 2018 LOADING(psf) SPACING- 2-M Cat. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 4-7 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 We n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MP Weight: 12 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.3 BRACING- TOPCHORD - Structural wood sheathing directly applied or 2-11-11 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 accordance with Stabilizer Installation guide. - REACTIONS. (lb/size) 3 = 65/Mechanical 2 = 21211-0-0 (min. 0-1-8) 4 = 23/Mechanical Max Horz 2 = 82(LC 12) Max Uplift 3 = 43(LC 12) 2 = -74(LC 8) 4 = -28(LC 9) Max Grav 3 = 65(LC 1) 2 = 212(LC 1) 4 = 43(LC 3) FORCES. (Ib) Max. Comp./Max. Ten. - Al forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=22ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to Wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Gable studs spaced at 2-M oc. 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 allareaswhere 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 43lb uplift at, joint 3, 74 lb uplift at joint 2 and 28 lb uplift at joint 4. LOAD CASE(S) Standard r,y.rmmynrm..m•n¢mnmsstalal�anmsvm�aemularyim)Immmai'rre. r.ry+eprv�rr,m.w.u,u um,am+kilt�etrtmnlmwart.um.omnm.,,u. uum.mmn.rrtaM 61m.ac lem�krtlbmVJ4hwi 4.umtrs2EpYala.f y[Gmlrvavgi��Qean.epee/rpuus.avpngmpoEaimtrmepahaymntrpmlerimm..demt mtnp,naYm,ttigm'aa,nmmb pnyrpny L Tombo 111, P.E. .rm4WLm YN�hnnnr�'l/moae.r NmYeMesm.r6v ir�{*..ment9e,amalr:dlmf9u',dirty.maPn+ariWd4urm.mrmt.rYidM1aprnim.mkvgamlrrnymtdvti -80083 mr.YghaperrwetaamWm.mrnrrr.+�rytnemr.mvrev.minim.p3gretieyklRdvam,deamrmip.tn mr6arcmiapilv,svdbmarammp,u.nodyya.Wlmaema.r,dn� 44515t Lucie Blvd. m..a,emagrummod:r.inyhmrmmrd,4 minup�apvhrPmmAbilNpa,.L,nNmvrde4.lWrp agm�ivimnmalSalYiM1L � Fort vlece,R 34946 hpnip8Gtp10kl1vdlmsevAvtvryl, IvmEv01,F.L lepmdvdvvdtBv Eemmrm,8wplum,up1v63tedn1lamlhvabupnmiuivrhem411vdLvtuiMnvvpl.ivedv0l,lE Job Truss Type Dty RENAR MORN INGSIDE TZ55 Qp129811 WRMSWSB2 Comer Jack . 10 �Ply Job Reference (optial) A-1 Moor I ruses, run rierva, rL 04 b, aeslgn(waicruss.Lbm Kur:b.zlus Maviu Luia Ynnub.zlus Mavib Zulu MIleK 2x4 = inc. rn um lz rmrai b — 4-N-11 LOADING(psf) SPACING- 2-M Cpl. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.05 4-7 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 SC 0.48 Vert(CT) -0.05 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 7.0 Code FBC2017rrP12014 Matrix -MP Weight: 18 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 5) Provibe mechanical connection (by others) of truss BOA CHORD 2x4 SP No.3 BRACING - to bearing plate capable of withstanding 81 lb uplift at TOP CHORD joint 3 and 7316 uplift at joint 2. Structural wood sheathing directly applied or 4-11-11 oc puriins. BOT CHORD LOAD CASE(S) ' Rigid ceiling directly applied or 10-M oc bracing. Standard MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in r accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 123/Mechanical 2 = 278/0-8-0 (min. 0-1-8) 4 = 47/Mechanical Max Horz 2 = 123(LC 12) Max Uplift 3 = -81(LC 12) 2 = -73(LC 12) Max Grav 3 = 123(LC 1) 2 = 278(LC 1) 4 = 76(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=22ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. rm.4rmurunqnm+v.mncalnamfIDifl}maumwuoanmuano.(mm}romr.[o:.armm rdrmwwsvwnd.mm.mrm,mgauMalsv:dam�l.Im,Qrt rm®smmen,:. au,2a.mma.amo, y Bra®mrn,mmsmrmmoodw.rs.mumi+mi.xW.Yme! tavogm,wnvnse�.uam FdawurmcurvamobtmmmFan:q,rm,Nmommo✓a.mmwtmm4m..a a`awmus,mml Anthony T. Tombo 111, P.E. dn,nmrm,mmlmu,gxmmrw�enmv.u,.momt,rdhdgmamrlL yRfvn,.mmaxmoCf,RNmbmnrgdeefptmynreamrtedgman,eB,lma.i5g1ffiymgpmaVm.tharJ9mmnyaAdgd 389083 ww'h adm.v.m:mmr.rmodmpnmmrrmdvuamvcmqugmimn�m�r�ma4md9uueunmmrmelr'�I%�msmnymdvrx�6zsemnn,hepe.rrmo.pmynesreuxa5mu..ae I 4451 St. Lucie Blvd. Ovamldvallrp�enwawYnmih®IaoaudM mtnvhuyrgmblplm4fYg1¢gffi,,emusraalgmanorMoey lc' mhuunldv1.r41. � Fmt Pierce, FL 34946 (vhripu®i11d A't lvvllesse-AWnyLlombaill,Pi leprzdv4iavdaisdvmazm,ivagmairpivhiAbedxnhvnmevnrtuperzmriev6vm411uAimnsAvmmyi./vm1v10,/i Job Truss Truss Type Oty Ply MORNINGSIDE WRMSWS132 FG02 FLOOR 1 �RENAR 2 A0129812 Job Reference (optional) ' -1 Root Trusses, Fort Pierce, FL 34946, desIgn@a1truss.com Run: 8.210 s May 18.2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 17:17:31 2018 1.5x4 II 1.5x411 4xl2= 3x8= 1.5x411 3x4= 4x10= 1 418 = 2 3 4 5 63x4 = 7 8 9 1p 4 6 81 4 tr -- d 22 21 20 19 18 17 16 4x411 5x14= 2x411 3x8= 2x411 7x14 MT20HS= 2x411 3x8 = Dead Load Defi. = 3116 In 4x6 = 1.Sz4 11 4x8 = 10 11 12 9 1 82 15 25 14 26 3x8= Sx12= 4x6= 1 23d 42S I 6-1-140 I 8424 12 I 31-6s-a131 501 i 1z7�1112 z-4 2-0 Plate Offsets(XY)- 11:0-3-00-2-0113.0-4-80-1-121 f12.0-3-00-1-81 H&Edoe0-2-01 (14:0-3-80-2-41 115:0-3-80-1-81117.0-7-00-5-01 (20:0-3-80-1-81 LOADING(psf) SPACING- 2-" CSI. DEFL. in (too) I/deft Ltd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 1.00 Vert(LL) -0.48 18-19 >427 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.97 Vert(CT) -0.6518-19 >314 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(CT) 0.07 13 n/a dla ' BCDL 5.0 Code FBC2017/TPI2014 Matdx-MS Weight:1951b FT=10% LUMBER - TOP CHORD 2x4 SP M 30'Except- T2: 2x4 SP 240OF 2.0E BOTCHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3'Except' WI: 2x6 SP No.2 W2,W4,W5,W7: 2x4 SP No.2 W9: 2x4 SP M 30 BRACING- rTOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD . Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 23 = 3800/0-7-4 (min. 0-1-9) 13 = 466810-5-8 (min.0-1-15) Max Grav 23 = 3800(LC 1) 13 = 4698(LC 4) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-23=-3172/0, 1-2=-0923/0, 2-3=-6923/0, 3-4=-16666/0, 4-5=1666610, 5-0=-16666/0, 6-7=-17538/0, 7-8=-17538/0, 8-9=-17411/0, 9-10=-13020/0, 10-11=-8961/0, 11-24=-8961/0, 12-24=-8961/0, 12-13=-3721/0 BOTCHORD 22-23=07727, 21-22=0112661, 20-21=0/12661, 19-20=0/16666, 18-19=0/16666, 17-18=0/17411, 16-17=0115924, 15-16=0115924. 15-25=0113020, 14-25=0113020, 14-26=0/989, 13-26=0/989 WEBS 1-22=0/6844, 3-22=6412/0, 3-21=0(742, 3-20=0/4621, 5-20=403/0, 6-19=-816/0, 9-17=011649. 9-16=01992, 9-15=-349110, 10-15=0/2500, 10-14=-4881/0, 12-14=018640, 7-18=-271/0, 8-18=01347, 6-18=0I1492 WEBS 1-22=016844, 3-22=-6412/0, 3-21=0/742, 3-20=014621, 5-20=-003/0, 6-19=816/0, 9-17=011649, 9-16=0/992, 9-15=3491/0, 10-15=0/2500, 10-14=-4881/0, 12-14=0/8640, 7-18=-271/0, 8-18=01347, 6-18=0/1492 NOTES- 1) 2-ply truss to be connected together with Igo (0.131'x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row at 04-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) All plates are MT20 plates unless otherwise indicated. 5) The Fabrication Tolerance at joint 4 = 10% 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Old (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 721 lb down at 2-1-12, 721 lb down at 4-1-12, 721 lb down at 6-1-12, 721 lb down at 8-1-12, 721 lb down at 10-1-12, 721 lb down at 12-1-12, 721 lb down at 14-1-12, and 653 lb down at 15-0-0, and 721 lb down at 16-0-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Standard Vert: 1-12=-100, 13-23=-10 Concentrated Loads (Ib) Vert: 22=721(13) 21=-721(B) 20=-721(B) 19=-721(B) 17=721(B) 16=-721(B)14=653(F) 24=-166 25=721(B) 26=721(B) ro0r-omnpar4gimaam'H 41pfaIIiS(!pia'1pi1t1atltN®fll[4@IpYilClfrllplL'F,q;�Epha PVArtrgrao,mWagtlnmO,LyprsPpmp(IiV,dmlCgl.icb4lt bear➢alYmn Atlnv6mermiJmMRO.KI Ipnlmumlxn OIDbnerbmapOb•tl4brl,vquP(PaeN.y lip mutlmglNnpnehempnadMpOUlnlrgWarmimp4rykmWPtlm,a,4lnulyblwm144a¢.Me&LACYPm,airn,Kgm]vm;vpJ9q Anthony T. Tornbo 111, P.E. I dmdoeM,megYtiykmmry,6�mlhPv.taOmltrSaEdrpamMCaPpuip,abumetlm4b[miN1,91aYga4ei0.L Tm�itlbppelwbYmdLlm;CMykd;flage.bmRSamfYvq�bdngaOdEli ¢60083 h mYxppxxb olNbd,. Nab MetabNp�mravmmiPtltlmstlmkt9g6p®SMiba,m0@,'pl4YtlM�amanwNnmEbiummpJav 4Hb4v,2„gmOlmuNMa[mLn,buya.lm, ktppyvnmllwxaaMv,eWs 44515t. Lucie Blvd. 3eeml,Adp;4YbgetlymaahSjhALaimh,YM hl„vhuxaim LYpltrblypap,vmullrtargbvbarba4 NgtladbgmmlblaRil. � FOR PIerce,R 34946 (oppilEi®701pAl Ieol4esseo-.imEbyi.iomho m,PibPoda4igoltlidomeem,wgrioim,iepiod3AdxpheN%t xdvape�misdorM1omA-I &dLeun4lhvorl.iomloN, PJ. Job Truss Truss Type Qty Ply MORNINGSIDE A'0129813 WRMSWSB2 FG03 FLOOR 1 �RENAR 1 Jab Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 12 17:17:32 2018. Page 1 ID:OMsTuGzQH5ifu1T6OcPcrgyCjve-b7rcELWgleEgwvbPQg30ALhhrPewcpA49xgfioyU64H 2x4 II 4x6 = 21.5x4 11 3-5-6 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deb L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.35 Vert(LL) -0.02 3-4 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.73 Vert(CT) -0.02 3-4 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 5.0 Code FBC2017/rP12014 Matrix -MP Weight: 20 lb FT = 10 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 1 WEBS 2x6 SP No.2 •Except• Standard W2: 2x4 SP No.3 Vert: 5=794(B) BRACING- TOPCHORD Structural wood sheathing directly applied or 3-56 oc puriins, 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) 4 = 46110-3-8 (min. 0-1-8) 3 = 663/1vlechanical Max Grav 4 = 461(LC 1) 3 = 663(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All tomes 250 (lb) or less except when shown. NOTES- 1) Refer to girder(s) for truss to truss connections. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Stmngbacks to be attached to walls at their outer ends or restrained by other means. 3) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 794 Ib down at 2-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 4) 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 + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-2=100, 3-4=-10 Concentrated Loads (Ib) biW hmCapk, RilR('ffl�aj6aell1nfi114iStnntB[CirlPlfjtm.1N4&lRdr.. mry6gpryzemodMansti,inv M¢&wgllvltlbrtdyLltoM6rEr4e.�9nY4nu kkvt]vnuaMewTAmry I ftMb W41mNlhb [LbmitrmW0Yvl4rl. vR!¢^P41Pm4rW.xn{mvtl�sf1B9,6rcmanP+ntlmFlm®Ia�giynp�ID.YbMltlYmWlm,d �bP1r11.,bRLmb9e+ .�*�m' .�C]ml Anthony T. P.F. 800Ib0I11, 'g9663 J 44515G Lucie aNd. FatPlefre,R- 34946 Cpmiphl©Pplf A-11vvllmsaslcevvpLivalolO,RE lepivdvaimdld'nlvmosd,mm7hiaupvE�bdebd6avlbraNmpmmumvtrvm6I ivdhnno-Av6vgi3aml.0, li Job Truss Truss Type 4N RENAR MORN INGSIDE WRMSWSB2 FG05 FLOOR �Ply 1 A0129814 2 Job Reference (optional) nw, ouss ra rieme, rL 54;46, uaai"'@eiwss.wm 1 3.8 = 1.Sx4 II 2 rxun; mz i u s may io N to rrim: o.zlu s May id zui u mi i 3x4 = 1.5x4 11 3.8 = 3 4 5 Inc. Fri Oct 12 Dead Load Deb.= 1/161n 1.Sx4 11 3x8 = 6 7 2x411 4x10= 1.5x411 3x4= 4x6= 2x411 6x8= 3x411 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) -0.19 12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.95 Vert(CT) -0.26 12 >727 240 BCLL 0.0 Rep Stress Incr NO WB 0.66 Horz(CT) 0.03 8 n/a We BCDL 5.0 Code FBC2017/TP12014 Matrix -MS Weight: 1561b FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 *Except* B1: 2x4 SP M 30 WEBS 2x4 SP No.3 •Except• W1,W7: 2x6 SP No.2, W6: 2x4 SP N0.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-3-4 oc s puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 15 = 1102/0-74 (min.0-1-8) 8 = 222810-3-8 (min. 0-1-8) Max Gram 15 = 1102(LC 1) 8 = 2228(LC 1) FORCES. (lb) Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOPCHORD 1-15=1029/0, 1-2=2835/0, 2-3=-2835/0, 3-4=4875/0, 4-5=-4875/0, 5-6=-4536/0, 6-7=4536/0, 7-8=-1838/0 BOT CHORD 13-14=0/4875, 12-13=0/4875, 11-12=0/5591, 10-11=0/5591, 9-10=0/5591, 8-9=0/472 WEBS 1-14=012784,2-14=286/34,3-14=-2241/0, 3-13=0/325, 5-12=-1207/0, 5-10=01440, 5-9=-1140/0, 7-9=0/4373 NOTES- 1) 2-ply truss to be connected together with 10d (0.131N3°) nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6.2 rows staggered at O-S-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) The Fabrication Tolerance at joint 11 = 10% 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (01131" X Y) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1614lb down at 13-9-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber. Increase=1.00, Plate Increase=1.00 Uniform Loads (plo Vert: 1-7=-100, 8-15=-10 Concentrated Loads (Ib) Vert: 9=-1614(F) Fvi'hm0er�mAvm'HrpJFnxwllslai0aulau Al04Alr4(419(1aa14nfnailafmv 1vy14c¢praMdidtln.m5lmeAnyu4my041dm1@arl.icb 411 Vxm9M View. Otlertlne0Wo4104a'} afavamerva�mcmmsmmnomw�ai. ss.umpsp [gwpa,ya.g6y q,e,,,yogi®,rum,mu.mpusmpamwyx,cvinymalnitrmapamsyrurssgae.mIDowl.dvmt meuynaalnc..avpmviuvamp pnthwy T. Twbo Ill, P.E. dortl6rNs�irgmY;umup,0.lgtlm Pvv60mhrbmJplvmMYalpnya,emmvtlmO,hCWmYtlbYepMevlPl hy,r,tltlbipBdmfstlrutlErimctb9�l-fy0.9e.400! efAuq Y9hmrtyadlntl S80083 mbr90e1sdfammv. msevm:vavbR4dmk+dplYaetlbmly frqumSprf6imlllQjpWm1p111NffiIveMimlmpmlpfam iMhOnEerymii>✓td0.b6MLnr m9p.irmpeupiyvvMfnsslmrsv, eYa 4451 St. Lucie Blvd. . em.�uld'dhrtaam rpedrwvemghmivmsm,tl,a hinemeprrpm,Gnimh'Aailerm,eNuSrnablmetgkay ae7rlaMtmm�tlatlminl. Fort Pierce, FL 34946 Gppiphl0111ARI lodtsssses-AvBavyLlv¢Ev 14l1. lepvya4ivavinislvmvem,ivvn6m,ispmh2ueArmkvm Me.nrtevpemissiee6am A�I IW Lrssss-AedwrL6mka W,li Job Truss TmssType pry Plv A10129815 WRMSWSB2 FL01 Floor 9 �RENARMORNINGSIDE 1 Job Reference (optional) A-1 Roof Tmsses, Fort Pierce, FL 34946, design@aluuss.cem Run: 8.210 s May 182018 Print: 8.210 s May 182018 MITek Indusbies, Inc. Fd Oct 1217:17:33 2018 Pagel ID:OMsTuGzQH5ifulT6ocPcrgygv8dJ1_ShXSUyNXX3Ac_OaFiZEnXpznL6ZENbZDEr U64G 2-6-0 1-3-0 1-11-8 Dead Load Den. = 1/8 in 3x4 = 3x4 = 3.6 FP= 4x8 = 4 5 6 7 8 9 10 •1% yy'=V1' yy' g \u �� WE mo-ollm 46 = 3x10 = 3.8 MT20HS FP-- 3x3 = 103-0 114-0 , 11-30 „ We= 44 = 21 0 v 20 Plate Offsets (X,Y)— 11:Edge 0-0-121 16:0-1-8 Edgel 111:Edge 0-1-81 117:Edge 0-1-81 118:0-1-8 0-0-121 119:0-1-8 0-0-121, f20:0-1-8 0-0-121 121:0-1-8 0-0-121 LOADING(psf) SPACING- 2-M CSI. DEFL. in (too) I/deft Lld . PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) -0.33 14-16 >678 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(CT) -0.45 14-16 >497 240 MT20HS 187/143 BCLL 0.0 Rep Stress Inv YES WB 0.70 Horz(CT) 0.07 11 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Mabix-S Weight: 95 lb FT = 10%F, 10%E LUMBER - TOP CHORD 2x4 SP M 30(flal) `Except' T2: 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) LOAD CASE(S) WEBS 2x4 SP No.3(flat) Standard BRACING. TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end ver8cals. BOTCHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (lb/size) 11 = 103610-7-4 (min. 0-1-8) 17 = 103610-7-4 (min. 0-1-8) Max Grav 11 = 1036(LC 1) 17 = 1036(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-3252/0,3-4=-3252/0,4-5=-3984/0, 5-0=-3984/0, 6-7=-3237/0, 7-8=-3237/0, 8-9=-3237/0 BOTCHORD 16-17=0/1931, 15-16=013909, 14-15=013909, 13-14=013984, 12-13=013984, 11-12=0/1930 WEBS 2-17=2135/0, 2-16=0/1460, 3-16=-252/0, 4-16=-727/0, 4-14=-235/503, 9-11=2133/0, 9-12=011446, 8-12=-289/22, 6-12=1048/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 1.5x4 MT20 unless otherwise indicated. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131 ° X.3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4 s�l�remea�ur,ne.m•uvpu�rsiml�msuteesAm¢mcermarmlaryuoca,m:umsm mgmPw�c„d,dm.minLo��,omyim?dmamtt.t.a4rtmae.snv mwmmrt.m�Ammman} YRernxal4tb,BbWmmn6PmML AsrLvempfpew.Yxmlte4"yimutivn140nP�o.yaiumpvfumgb,hmrma¢pmm4syam,rALu,epfmvemIIm �l.dnmt mlxpnnaPmtrdyaavx✓d1mp Anthony T. Tom6o 131, P.E. dm,Aes/mfmmrwrryummW,d49[mOnrt.mOmif¢EmEtl4PemraimiEntamnmmAe/m KmC.Im Yd Nb3d,tl0.i.m4Pntimi4pdg611mtlm44t Pb59M$e4,5fRe21Ymdhcq�hmnmWJn)t a80083 mmxgmladfm,m. Wmesmuebladmimmfmlr�lunbmetlmr mlm9fmglb..wm;m;pxumhmmsomnmaemptlpea mlwsm,rymA9w,sAeeneml,nlwvp.trmwpbpmmtmfurmv,.es 44515t. Lucie BIM. rfniu1Gu111etmm,yMque�Ahtlr�nmaml mlmvawi%®�vrmmiaYsipn9w,uL,ssfryfPervemrhLMr N,gmrJenwnleaitmt m Font Piene, FL 34946 (vpPipEl®701AA14vliwves�Amlvq L7amEvm,/l 4pwdv4ivvv0lisdvmemd,ievrylvrq.iswoEiAeedxi%vNtdv Ptinev pewissivv6am A�I lvoiLnsn�4lAvvr7.Iamlvl0,li Job truss Truss Type Otv Ply RENAR MORNINGSIDE WRMSWSB2 FL01GE GABLE 1 1 AO129816 Job Reference (optional) L A-1 Roof Trusses, Fort Pierce, FL 34946, design@al Wss.com 0*$ 3.3 = 0 7 2 3 4 Run: 8.210 s May 18 2018 Pnnt: 8.210 s May 18 2018 MTek Industries, Inc. Fri Oct 12 17:17:33 2018 Page 1 ID:OMSTUGzOH5ifu1T6OcPcrgygv84J1_ShXSUyNXX3Ac_OaFiZEwgp9TLGxENbZDEFyU64G 0*$ .o-.�..'w33.4,s.?:::im:�a^v;>:L)?aa�.u2, ^�4�Xs<zii��ac<e0s.:.<;,?i:".<'?Ye?x?c;e;2o'..?�•a'�'9.•Ls„".';? _ 14-0 1 1 59�-0 �10$-01 12I13a-01 14I a -es 1 17n 1 8�-0 92 ,,,1 4-016i8018wI 1_n 1�$ Plate Offsets(X,Y)— f1:Edge0-0-127 f35:0-1-80-0-121 f36:0-1-80-0-121 137:0-1-80-0-121 f38:0-1-80-0-121 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL. 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 18 n/a n/a BCDL, M 5.0 Code FBC2017,rrP12014 Matdx-S Weight: 89 lb FT =10%F, 10%E LUMBER - TOP CHORD 2x4 SP N0.2(flat) BOT CHORD 2x4 SP N0.2(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING- TOPCHORD Structural woad sheathing directly applied or 6-0-0 oc pudins, except end verticals. ,BOTCHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. All bearings 19-2-8. (lb) - Max Uplift All uplift 1001b or less at joint(s) 18 Max Gmv All reactions 250lb or less at joint(s) 34, 33, 32, 31, 30, 29, 28, 27, 26, 25. 23. 22, 21, 20, 19 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES. 1) All plates are 1.5x4 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced,against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 14-0 oc. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131 ° X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard hqMn b,oPym@ra'IArpiM�(SCie'ye701lta6Llt1C0•ua®Oc(IP,�tNlfla6p:lTba Iuryhappdmr�nlrm�mtivNUYW r�p(1®7ef6mgLirrgtLrQmv9M Wr.a Rlaar.�uCEd.eeP.G,ay iid¢a0n6r adlerrrrlaYNrad YrtmvhapFqr,pa.lrrry(vym}Mm1eW1��rM�m,rzymearF@�mrmpeehy,nramY!rbkvgarm¢MllaexJmrl9mr,mblRl.hhNpem�{htq�e2ti�q gnpny T,Tamb0ID,P.E. rmalulimYgrYghrnqdbltlYr m,Yralrwedgm.ald6gYov,pYomaabR,rY[rrYabO4yohraLrglmaarWrgtdimarNryraphmqoDr}h64emd6a4mhrmamo{7a -80083 ' ars>y Yap.rr ay.amnmr.raarrFrmmrpcvnerhly rspvt�le..a.g�puatlgarmm,6amrpeer�mimQ,rn:lmm+m,rl�arurumy.,uramahy.rumerm.e.mo, 4451 St. Jude Blvd. r�vmmgrfsfe4a19.YvyhBFNe.M rtm,hapYFm BniYrffirYapr..LutlPr tgreaglrsF lAga&dbmmmmrhal. � Fart Plerce, FL 34946 [v,gegb0 P716k1lrlmns/ubvq LlvmCI IO,RC IepndvRwdfEiNemmtl,"v vglwm,fiWvLbbd�3dvd16emm�pnmxGmtrev411oolPmsn-AVRagl.lvsiv N,Pi Job Truss Truss Type Oty MORNINGSIDE A0129817 WRMSWS82 FL02 Floor 8 �PIY �RENAR 1 Job Reference o bonal A-t rtoot -went), ceslgnLaaiuu---,n 0.1-8 H I 2-s-a Run: 8.210 s May 182018 Print: 8.210 a May 182018 MTek Industries, Ina Fd Oct 1217:17:34 2018.. Pagel ID:OMsTUGzOH5'rfu IT6OcPcrgyrjv8-YVaMfl Y5FFVN9DkoX55VFmnz7DJ N4dM NcFJmnhyd64F �� 3x8 = 1.5x4 II 3x6 = 2— 3 4 3x3 II 3x8 = 3x3 11 5 6 7 Fg i d's 62 11 10 9 3x6 = 8 3x4 = 3x6 = 3x3 II 3.6 = LOADING(psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 -BCDL 5.0 SPACING- 2-M Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Ina YES Code FBC2017/TP12014 CSI. TC 0.62 BC 0.74 WB 0.40 Matrix-S DEFL. in (loc) Well Lld Vert(L-) -0.22 10-11 >733 360 Vert(CT) -0.28 10-11 >571 240 Horz(CT) 0.03 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 71111 FT = 10%F, 10%E LUMBER. TOP CHORD 2x4 SP M 30(flat) ' BOT CHORD 2x4 SP M 30(flat) ' WEBS 2x4 SP No.3(flat) BRACING- TOPCHORD Structural wood sheathing directly applied or 6-M oc _ pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (lb/size) 8 = 7311Mechanical 12 = 731/0-M (min.0-1-8) , Max Gcav 8 = 731(LC 1) 12 = 731(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1965/0, 3-4=-1965/0, 4-5=-1876/0, 5-6=1876/0 BOT CHORD 11-12=0/1291, 10-11=0/1876, 9-10=011876, 8-9=011325 WEBS 2-12=1427/0,2-11=0/745,3-11=-300/0, 4-11=261/277,6-8=-1459/0,6-9=0/837, 5-9=-413/0 NOTES. 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 6my-R�bmpQ+bab-N 140i110>ffi�Lq}61CnI1a64(CY011416S6N1(iNfCllaUeaW:irY¢Iur1Parvrtlrttlu¢remLrvBmA6,n91�db1�411amrv,rElEewfltlYbrm. ffiaOe,AvstldabT34mk Wte�mrb6rdr41rwaha4lWxkr+14.4umgi5Ynrlu,yrm-halmv}bu i NSP+JWnry. a '^rbbbamabm,lumyM.bPar[xv-' +RL Anthony T.TomtlEl, P.E. tlb 0mb0m4@dgvdMoMmb&im1UXNVW*t4pNYdMhgpaddb1EgkdgbP6dq momeimd habrmrtrgnmnbl0arybdbin •63 ,hmpvmama ' bnHedpMrrrMuprbtlglv6aeesg. VlblwovlYdVcdbrs3'�Wamldarhfurvgmnp�plddMWd6m, 4453 St. Lude Blvd. ,mu.amlprrmegaey.:nmghapsen:aW tYtmrompGlauenburgka.r.. tmrlryn4esdenadqu MeeisnnemdYRi. � Fort Plane, FL 34M Opnipm®IDI441 [vallnsus-/vMvvrLlvmhvlq FE taprvdvCmdtavdammu,6avplmquprv6IDBdx�vdavnEierpumbilntrem6I1vdlnvsnAvamrt.tamEv01,/E b Truss Truss Type Oty Plv RENAR MORN INGSIDE PRMSWSB2 FL02GE GABLE 1 1 A0129818 Job Reference (optional) A-1 I<oot irusses, con pierce, rL 39 %eesignggatwss.com a' oH8 2 3 4 5 ZA I a txun: a.21U s May to 2Ula Vnn1: 8.210 s May 18 2018 MI I eK Ineustnes, Inc. Fd OC112 17:17:34 2018 Pagel ID:OMsTuGzOHSifuI T60CPcrgygv8-YVaMf1 Y5FFVN9DkoX55VFmn5PDUV4jgNcFJmnhyU64F 3x3 II 6 7 8 9 10 11 1�- 22 21 20 19 18 17 16 15 14 13 12 3x3 II r� m i��- ":e: :e`"� b,`:a`- r>k: ` v:'3`;.:5'•, .:P.. � �'b°A'.B :$..y.:� h. `'n.... bd ti .S b'<pe hL..Q.v..,n2:.,.�4. n. ,. �... .,.. ...>...> LOADING (psi) SPACING- 2-M CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 Vert(L-) n/a - n/a 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 SC 0.02 Vert(CT) n/a - We 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 12 n/a n/a BCDL 5.0 Code FBC2017lTPI2014 Matrix-R Weight: 60 lb FT = 1 O%F, 10%E LUMBER. TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING- TOPCHORD Structural wood sheathing directly applied or 6-M oc pudins, except end vergcals. 1BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 13-7-4. (lb) - Max Grav ' All reactions 250 lb or less at joint(s) 22, 12, 21, 20, 19, 18, 17. 16, 15, 14, 13 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) All plates are 1.5x4 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Recommend 2x6 strongleacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131 ° X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard [.a.rn.mrmu.n'ulCrnmfaf4uRlecutt3'aNe!mcmrmrtu(rPOlrmNi�aa. ruh�la¢em,did.ar.m,umuwe,.W11G01dhW^nt.tca�rt weomm�m.!.u. ram.wcm.brz4oN mY4m,asrbbIMMbtaiCPb6Ma a!1mtR;?[qe,u0.!,1tv!!yp{ra16uiog69,rpeamr,npmdbrd,v5e¢aeYgrtqueN!Yhlrgdb�C¢Ms/sNMa6lrady4fithblpvmy�,h21p,G!m,n5:!a! (AthMY T. Tomb01I1, D.E. ' rrladenl,mkW�9WULngcOi'!d40.se,60.r'�sV¢d!yee6feYyh yw.NmvtlmG,Y0rei64tlaipob.111Fl ibgtmAd6lSOdgbtlatlM1Lnthtiw'gbA�mq:Su'ywrrlbg4dlk6,nmLLrytl e800B3 Y44[nm4pvdfut9[YmWwIxYlr4tlYrsmdp4adbr.Mn4mmf6¢!wsnp5q!tl!ddP!Ad4(Inn�n4YlotlWmu Ai tmvm,4� d4evtlYuwtrgc,4.vtamU*malLmWtm.r/,�, 4451 St 91vd. ,mvw Nadh.fd49dgabaS{iP�pYrYnl,d tmimvmqLqYabnlm4lBgl�A,xt�raM6+4�a9Hbs+um'4mlarmmuadmlYUFt FM New 3n946 4 a07B16k1 Wllnses Lrembe PE 4 rtdednd@irlmon0.a® hvwu o1,bdNitlEen@vxioln �®uimtrmlltmllmm �tll2 0,PLI.E LOADING (psi) SPACING- 2-M CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 Vert(L-) n/a - n/a 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 SC 0.02 Vert(CT) n/a - We 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 12 n/a n/a BCDL 5.0 Code FBC2017lTPI2014 Matrix-R Weight: 60 lb FT = 1 O%F, 10%E LUMBER. TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING- TOPCHORD Structural wood sheathing directly applied or 6-M oc pudins, except end vergcals. 1BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 13-7-4. (lb) - Max Grav ' All reactions 250 lb or less at joint(s) 22, 12, 21, 20, 19, 18, 17. 16, 15, 14, 13 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) All plates are 1.5x4 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Recommend 2x6 strongleacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131 ° X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard [.a.rn.mrmu.n'ulCrnmfaf4uRlecutt3'aNe!mcmrmrtu(rPOlrmNi�aa. ruh�la¢em,did.ar.m,umuwe,.W11G01dhW^nt.tca�rt weomm�m.!.u. ram.wcm.brz4oN mY4m,asrbbIMMbtaiCPb6Ma a!1mtR;?[qe,u0.!,1tv!!yp{ra16uiog69,rpeamr,npmdbrd,v5e¢aeYgrtqueN!Yhlrgdb�C¢Ms/sNMa6lrady4fithblpvmy�,h21p,G!m,n5:!a! (AthMY T. Tomb01I1, D.E. ' rrladenl,mkW�9WULngcOi'!d40.se,60.r'�sV¢d!yee6feYyh yw.NmvtlmG,Y0rei64tlaipob.111Fl ibgtmAd6lSOdgbtlatlM1Lnthtiw'gbA�mq:Su'ywrrlbg4dlk6,nmLLrytl e800B3 Y44[nm4pvdfut9[YmWwIxYlr4tlYrsmdp4adbr.Mn4mmf6¢!wsnp5q!tl!ddP!Ad4(Inn�n4YlotlWmu Ai tmvm,4� d4evtlYuwtrgc,4.vtamU*malLmWtm.r/,�, 4451 St 91vd. ,mvw Nadh.fd49dgabaS{iP�pYrYnl,d tmimvmqLqYabnlm4lBgl�A,xt�raM6+4�a9Hbs+um'4mlarmmuadmlYUFt FM New 3n946 4 a07B16k1 Wllnses Lrembe PE 4 rtdednd@irlmon0.a® hvwu o1,bdNitlEen@vxioln �®uimtrmlltmllmm �tll2 0,PLI.E NOTES- 1) All plates are 1.5x4 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Recommend 2x6 strongleacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131 ° X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard [.a.rn.mrmu.n'ulCrnmfaf4uRlecutt3'aNe!mcmrmrtu(rPOlrmNi�aa. ruh�la¢em,did.ar.m,umuwe,.W11G01dhW^nt.tca�rt weomm�m.!.u. ram.wcm.brz4oN mY4m,asrbbIMMbtaiCPb6Ma a!1mtR;?[qe,u0.!,1tv!!yp{ra16uiog69,rpeamr,npmdbrd,v5e¢aeYgrtqueN!Yhlrgdb�C¢Ms/sNMa6lrady4fithblpvmy�,h21p,G!m,n5:!a! (AthMY T. Tomb01I1, D.E. ' rrladenl,mkW�9WULngcOi'!d40.se,60.r'�sV¢d!yee6feYyh yw.NmvtlmG,Y0rei64tlaipob.111Fl ibgtmAd6lSOdgbtlatlM1Lnthtiw'gbA�mq:Su'ywrrlbg4dlk6,nmLLrytl e800B3 Y44[nm4pvdfut9[YmWwIxYlr4tlYrsmdp4adbr.Mn4mmf6¢!wsnp5q!tl!ddP!Ad4(Inn�n4YlotlWmu Ai tmvm,4� d4evtlYuwtrgc,4.vtamU*malLmWtm.r/,�, 4451 St 91vd. ,mvw Nadh.fd49dgabaS{iP�pYrYnl,d tmimvmqLqYabnlm4lBgl�A,xt�raM6+4�a9Hbs+um'4mlarmmuadmlYUFt FM New 3n946 4 a07B16k1 Wllnses Lrembe PE 4 rtdednd@irlmon0.a® hvwu o1,bdNitlEen@vxioln �®uimtrmlltmllmm �tll2 0,PLI.E Job Truss Truss Type Oty Ply A0129819 I Floor 2 =RENARINGSIDEWRMSWSB2 nal) A-1 Roof Trusses, Fort Pierce, FL 34946, design@altruss.eom Run: 8.210 s May 182018 Pdnt: 8.210 s May 182018 MiTek Industries, Inc- Fd Oct 1217:17:34 2018 Pagel ID:OMsTuGzOH5rfu1T6OcPcrgyCjv8-YVaMf1Y5FFVN9DkoX55VFmnzBDFJ4dlNcFJmrfnyU64F 2-6-0 I 1-3-0 1-10-12 i 1.5x4 II 1.5x4 = 1.5x4= 3x8= 14 13 1.5x4 11 U3 = 1.Sx4 II 3x8 = i.5x4 ll 3. 4__ _5_ __ 8 7 C @ 3x4 = 42 g 11 10 9 3x8 = 3x6 = 1.5x4 II 3x4 = Plate Offsets (X Y1— f1:Edue 0-0-121 f9:0-1-8 Edcel [13:0-1-8 0-0-12] 114:0-1-8 0-0-12] LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.62 Vert(LL) -0.1710-11 >992 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 1.00 Vert(CT) -0.2010-11 >801 240 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(CT) 0.03 - 8 n/a n1a BCOL 5.0 Code FBC2017/rP12014 Matrix-S Weight: 69 lb FT = 10%F, 10%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 8 = 751/0-3-8 (min. 0-1-8) 12 = 751/0-7-4 (min. 0-1-8) Max Grav 8 = 751(LC 1) 12 = 751(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=2034/0, 3-0=-2034/0, 4-5=-2068/0, 5-6=-2068/0 BOTCHORD 11-12=0/1332, 10-11=012068, 9-10=012068, 8.9=0/1330 WEBS 6-8=-1470/0, 2-12=1472/0, 6-9=0/857, 2-11 =01777,3-1 1=-267/24, 4-11=-366/200, 5-9=-269/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131 ° X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard rmrm,vam9vrrcmm•uroemmrs(iwvl O31tItl1Sb[p6#IIW M01(W1RIImICenJal•bm lerr6urpumnmrclrinrr4Ururupbmnlmidb WLr1.4altbLrENev,AadMne WurOniumtlemra,a} Ylldov.NlMil9hrulbE.n4rhrtibrlm,4nT�nN.LmA14rn:mW oellA9nPumemlmatlmRd!ntirJ eRseNlnYa0A,4trglnPlhsrAM,dtlrmt®N.cbnFt Nlx4nmPCblWuSint�1®b Anthony T. Tombo ILL, P.E. mm4bblmrbnlldYefbm,up�IgebO.n.mO.al,.is¢tlhsirbWMg4uea..m�vtlmO.e,IXmlmWiMb4olemmt l6p Nimflomm&tlu,A4lmi WAgbtl6gngabtmmndh,'4V$mron�,vNilld »80083 mmxgpn4nmfmro.Ylelstl..mNDmmP�sa1'P0't+nn.,4mgpq®mSLgv Fiia(mlj rCLJtlMmminlneMumlmpnnWmvnqfntnpme1mnNbme&Lmmsire.Lx,avpitvpma+lmstlnmvuebe I 44515t. Lurie Blvd. dmudmWllrp4x4eprtl,pba�pllmpvmbNnA mimumsy[q�brplmrtlWplym,almslPNapmtemdmSy NePNtlmommWmrml. Fort Pierce,R 34946 �(eppipEl®10161.1Ivvllrzen-Avlbvgt.ivmdblB,PE Pepmdv0ivrvhhirdvomem,mverlmo,ispmWdehideNlErairoapemis5vbhvm A -I ledlmrn-Avmovri.lamhv N,Pt Job toss Trusso rype Dry Ply RENARMORNINGSIDE WRMSWS82 FL04 Floor 3 1 A0129820 Job Reference (optional) H-1 rxeor I hisses, ron rlerce, M anaao, eeS1gn(oaluuss.cem nun: a.zlu s May 18 zuln vnnn b.21u s May lu Zola Pei I ex Inaustrie5, Inc. Fd Oct 12 17:17:35 2018 Pagel +�' ID:OMsTuGzOH5ifu1T6OcPchgyCjv"i81WZ7ZdEnNJ_Spdkn JAmddBp4/WMJJ7yUB4E 2-6-0 1.3-0 1-7-4 1.5x4 II 1.5x4 = 1.5x4 = 1 14 13 3x8 = 1.5x4 II 3x3 = 1.Sx4 II 2 3 4 5 3x8 = 6 1.5x4 II 7 W 42 d 11 10 93x4= 8 3x6 = 316 = 1.5x4 II 694 _ 9-0-46-7-8 �0! ZHU I 0$8 M 4-7-0 MA 11-I 3x4 = Plate Offsets (X Y)— I1:Edge 0-0-121 I9:0-1-8 Edoel. f13:0-1-8 0-0-121 I14:0-1-8 0-0-121 LOADING(psf) SPACING- 2-0-0 (-St. DEFL. in (loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.50 Vert(LL) -0.13 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.89 Vert(CT) -0.18 8-9 >908 240 BCLL 0.0 Rep Stress lncr YES WB 0.40 Horz(CT) 0.03 8 n/a n/a " BCDL 5.0 Cade FBC2017/rP12014 Matdx-S Weight: 68 lb FT = 1 O%F, 1 O%E LUMBER - TOP CHORD 2x4 SP No.2(flat) SOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING- . TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOTCHORD 1 Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (lb/size) 12 = 734/0-7-4 (min.0-1-8) - 8 = 734/Mechanical Max Grav 12 = 734(LC 1) 8 = 734(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-1966/0, 34=1966/0, 4-5=-1988/0, 5-6=-1988/0 BOTCHORD 11-12=0/1297, 10-11=0/1988, 9-10=0/1988, 8-9=0/1297 WEBS 2-12=1434/0,2-11=0/739, 3-11=-261/16, 4-11=333/206, 6-8=-1434/0, 6-9=0/800 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 be and fastened to each truss with 3-10d (0.131 ° X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S). Standard wage.,mymm..bnar6rmasBAaiWLLin6tmCWgal6NrtiPr4110Jxa(lartra mahewr+d•a.m�.a,uAa�r.*,at✓aidmbzo-um,car� heum,.•. a�m.bati.bra.a Wlb®hlbub9hcdtrbif4lhn5l 4,hupeg6,i➢mila,yhlelryep}b WeglartpeOuxb u MlbhrvJ tt hfalpv�,klepo;•'m, N-0n Anthony T. Tombo 111, P.E. iwdb,IwbWh�blebmgmlandb Pm,bO•m}c+�Ea..boa'ghdY•Ibmatl/bR,ba.IbkdIM9oY.nM.hpimd/b18bdNWmd0, b4614hv89wMtrJMadhWdmhh,pmOA.},1 Uuwbv{megnpm9bhbb610&' Wtq ft �80083 ' b6M9h�Pirmab.amrWM.alCVbrm+.I R'Ibhr1Y1.reawY4itrceaFWIdW�FA.19nv„M®tlYPmdF'ha iMWm,hea�.` el bodbLm Ee4!r.ImtlnirW..hlrmYStr..dm 4451 St Wtle m.bWhh7erneaMw�.tirhmP.b.�4 mtmvPd4hrubellbbWnhgv,.iaf10�I,jmdglNh4.lAgWlhenmlblhmt Fort Piero?, FL 34946 3494 G e®Y010 kl wtllmas/vnve Llomham,li PP9 1 Iep,ode4ipd0it/ommm.mmlbm,upoWud.dlemaetnPm Pmah+aowm4l tvtlLrvssr�deWeeyl.lemEe b, PE Job Tuss Truss Type Qty Ply A�12982� WRMSWSB2 FLOS Floor 2 1 �RENARMORNINGSIDF Job Reference (optional) A-1 Roof TmSses, FOR Marta, FL 34946, deslgn(cOattruss.com 0-1-8 H r 2-6-0 i Run: 8.210 s May 182018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fn Oct 12 17:17:35 2018 Pagel ID:OMSTuGZQH51fu 1 T6OCPcrgygve-018[tNZ]7ZdEnNJ_5pdkn_J7sdgup3GWrv2JJiyU64E 1-3-0 r 2-5-4 1-3-0 3x10 = 3x3 = 1 2 3 4 Ova= 6 o Ti �E oHe Dead Load DO. = 11161n ON BAN 'Ii/ �.�. .. ON h �41411 - —1 r 4x4 = 3x8 = 3x3 11 3.8 = 6-7-8 6.9,4 7-9� 8-9-0 9-5-0 1fi-0-12 r 7Ji n--1P1.d1-n� 1-fM n.1s-n 6.7.a 3x6 = Plate Offsets (X Y)— fl:Edge 0-0-121 f14:Edge 0-1-8] r15:0-1-8 0-0-121 rl6:0-1-8 0-0-121, f17:0-1-8 0-0-121 LOADING(psf). SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ltd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.69 Ved(LL) -0.19 10-11 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.65 Vert(CT) -0.25 10-11 >767 240 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(CT) 0.04 9 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight: 82lb FT = 10%F, 10%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verflcals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9 = 860IM-14 (min. 0-1-8) 14 = 866/0-0-14 (min.0-1-6) Max Grav 9 = 860(LC 1) 14 = 866(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=2509/0, 3-4=-2509/0, 4-5=-2773/0, 5-6=-2527/0, 6-7=-2527/0 BOTCHORD 13-14=011577. 12-13=012773, 11-12=012773, 10-11=0/2773, 9-10=0/1606 WEBS 2-14=1743/0, 2-13=0/1030, 4-13=636/3, 7-9=-1762/0, 7-10=0/1018,5-10=-612/20 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x4 MT20 unless otherwise indicated. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131 ° X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard I WmgI mino�Mrmwm'41n�f®45(1411fp4rJ3! I0.xSr[V4N[RIRIOmj4'N1lnGF.®allTm¢ InEPhYpn,apmdiddnaChl,a MAFMyp{Vlrlml�mPLICN4rLW„m4ntluna Btlufdznio 06,1ah1Clnj WammmRmdmhmlmm199mkN4 art,nrl¢plhpan�m.krotl14Na4mutlnn>ro�Wnemscm^:maampq,mdn;usupirymnnryYme,gamsp,mnep9uml6ne¢.w1viPVtmblpnagxuK.mlv,,wamp Anthony T.Tmbo llP, P.E. men,e6tlmvla,prWm9rtmrt,W>QJAtIaM,n.mOMir�vtl9WnmMlfop OUIP.mMM.Lim..m4.lm Yotm��mllltfig},NemnodmmYmtlmimcs469mfaismRmhOEmmhWgdOM1mnY+NWItl s80083800a3 mMxm]MSmmnm.M1i. m1tme:tnrywiYamWmouaLun,dvpa.im,Mgir,}w,mlrmsYm4weevnr 445151 WcIe Blvd. Fort Plerce,R 3046 Aconi1MD2016B.11oettnssro-Amlovpt.lomLe N,PI Bepmdaaimol0udommem,aoo<1w4isplol3ee0iehomtle nmempelminieoM1om A -I Bedinsses-Atlhwrt.romlolgPl Jab was Truss Type Qty Ply RENAR MORN INGSIDE WRMSWSB2 105GE GABLE 1 1 A0129822 Job Reference (ootlonall -1 Roof Trusses, Fort Pierce, FL 34M, desili Wss.cem 1 18 3x3 = o 1 2 3 4 5 6 • iA. io • iO Kun: 6.Llu s May lb Zulu Ynnl: 8.21u s May is Zulu MI1eK Industries, Inc. Fri Oct 1217:17:36 2018 Page 1 ID:OMsTuGzQH5ifu1 T6OcPcrgyCjvB-Uu174)ZLmd5OWuBi W 8zKBsPyOABYb?g3ZotrZyU64D 0*8 7 8 9 10 11 12 13 14 . o 05 ip. 31 d 1 9T1 T1 i :1 1 i 1 1 1 1 1 •) - 28-27 26 25 24 - 23 22 21 -20 19 18 17 16 15 3x3 = 3x3 = 080 a1(8 zod a-a-o 4-8-0 sao � 7-4-0 aso loon I 11.40 � 1z-e-o � 14ao 1sa-0 1so-1z 0.1-8 1-0-0 1-0-0 11-0 1�-0 1-0-0 - 1-0-0 1�-0 1-4-0 110 1-4-0 i-0-0 OR72 o-s.a Plate Offsets (X,Y)— f1:Edge 0-0-121, (29:0-1-8 0-0-121 r30:0-1ce 0-0-121 (31:0-1-8 0-0-121 LOADING(psf) 'SPACING- 2-0-0 CSI. DEFL in (loc) Ildefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL ' 1.00 TC 0.22 Vert(LL) file - file' 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) We - We 999 BCLL 0.0 Rep Stress lncr NO WB 0.07 Horz(CT) 0.00 - 15 We We BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight: 75 lb FT = 10%F, 10%E LUMBER - TOP CHORD 2x4 SP No.2013t) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) Standard OTHERS 2x4 SP No.3(flat) 1) Dead + Floor Live (balanced): Lumber . BRACING- Increase=1.00, Plate Increase=1.00 TOP CHORD Uniform Loads (pit) Structural wood sheathing directly applied or 6-0-0 oc Verb 15-28=10, 1-14=235 pudins, except end verticals. ' 4 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS. All bearings 15-11 4. . (lb) - Max Grav All reactions 250 lb or less at joint(s) 28,15 except 27=267(LC 1), 26=339(LC 1), 25=323(LC 1). 24=327(LC 1), 23=326(LC 1), 22=327(LC 1), 21=327(LC 1), 20=326(LC 1). 19=327(LC 1), 18=324(LC 1), 17=338(LC 1), 16=269(LC 1) FORCES. (lb) ' Max. Comp./Max. Ten. - All forces 250 (lb) or less except • .. when shown. WEBS 2-27=-256/0, 3-26=-325/0, 4-25=-310/0, 5-24=.314/0, 6-23=-313/0, 7-22=-313/0, 8-21=313/0, 9-20=313/0, 10-19=-314/0, 11-18=310/0, 12-17=325/0, 13-16=258/0 - NOTES- 1) All plates are 1.5x4 MT20 unless otherwise indicated. - 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. - 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.1311 X X) nails. Strongbacks to be attached to wails at their outer ends or restrained by other means. • 6) CAUTION, De not erect truss backwards. LOAD CASE(S) Standard bupdpmnm'111C81d1f8(9ldrt&%-IaB6rtaalL®�Wii>�1641aaaEa'bI^dlkWRemtdMaAnMl,mOmibn4li�tlrl�LImMQIL 1&iaSiGYMN.EbliCetluOClobF$N urtdae�dm�&.ammuool„mt4.tmlcrx,,rip,,ymyipyr,m.�im�mavp.admtm,m.�y„a.mgmrav8drmyw,ndaoml®ml.ramLbmM.ww�1�? gmbonY T. Tombo ill, V.E. tl,ud Mim�rgm%qhm,ulmNrydmOm,mP,vSeuMdgel.rrtlgrra,tr�dr A[YGlrmmlltl'�uLdnN, )Mp�mYdbiOAdgbYradblmtOYybCq Cn}, r1ll.rtbyddYr,rym5ujd A!6M9'rml '80083 mwbymy.rrmm.arum.rmrrrrmrF�narmyrmm�am.prmpwdhmrmlo�d�Imr�ey.tnle3am,�.mnmdrn.,o-y..u.,b,�ram.rtmm�...rm 4451 SL Lucie BNd. ,Y•mfmdhrrctlyxiWu.myydremtpm mimrrgfi{sbrlYmG"ytehpa,.imtrybbrxedgmay aq+uBmmgmofdrtilFL Fmt %erg, FL'W (o bOtdlbkl lldlmms pnR Ira®)LlooheOl,Fi lep,odvnaedNldomosm,'voylua6noE3aed.idaamerbeepnrsueehemlt lanmswdoerarl.lmb N,FE Job Truss Truss Type QtY RENAR MORN INGSIDE A0129823 WRMSWSB2 FL06 Floor 1 [lY 1 ' Job Reference (optional) A-1 Roof Trusses, Fort Pierce, FL 34946, design@attruss.com Run: 8.210 s May 182018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 1217:17:36 2018 Page 1 ID:OMsTuGzQH5ifu 1T6OcPcrgyCjvB-Uui74]ZLmtl5OWuefVVezKBsOB08nYb2g3ZotrLyU64D 1511 i 1 3x3 It 2 3x6 = 3 3x3 II E a36 e-0 a I 3-2-6 M 3-2i to 3x6 = 3x3 6 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. . in (loc) I/deft Lid TCLL 40.0 Plate Grip DOL 1.00 TC 0.14 Vert(LL) -0.00 5 >999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.16 Vert(CT) -0.02 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WS 0.07 Hom(CT) 0.00 6 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING- TOPCHORD Structural wood sheathing directly applied or 3-5-6 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5 = 176/Mechanical 6 = 17610-3-8 (min. 0-1-8) Max Grav 5 = 176(LC 1) 6 = 176(LC 1) FORCES. (lb) Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 4-5=01286 WEBS 2-5=-302/0, 2-4=302/0 NOTES- 1) Refer to girder(s) for truss to truss connections. 2) Bearing atjoint(s) 6 considers parallel to grain value using ANSIlrP1 1 angle to grain formula. Building designer should verify capacity of bearing surface. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131 ° X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 19111 FT = 10%F, 10%E r Fvl'h¢,M1pPllnnnAYi1r9F110f16r�Ri6illlll61n'10na@IOir�ffliQiilBW.ii'Isa rehkePRua�dteiem�dtlmt MCT6M911�IW6h3V LImMRr116e®9PNmx.NmEmNadtlapl9.W, YidunenrbnO b4N.ILia t6upe.4bha L,,bnpfgcmju,lp6dff¢a{brtlnglLl,epemUMMIt YbWflor, Anthony T. 0l, V.F. ft6Agk WkM No no o Nt2rd nr,n4mvl,mmbeeriekghhn�l6ryi@, 6ac,b AnS�Gvd,�nQekYgln, .brnaaJCbOLbr(e16Ytlltlbq:d,diM1L M1ptmtl�bROdcihb,a�b Mt M1Lr'+i�4�4:bIIYadkcgtldbM1nAa,Gtgd h1ghb2PObd"ON -AWW%;,nddb 80023 ��; ' ht-0LnpenpWbmaY.lrvLnNM�hAidhi'�eo1R4��dbtrWl�eldafbP�MbdhilldSWm9mmtlfal�ni��filh'meGi T%�Lb�nnlb[nY04wP,ys.ImsdrNhPwMGn,YVQAea.m,a 4451 $[. LUd2 ehtG. ,bnmbfmheumv]eyermYuli7hdr�w,ae RWeeen�[7mbtllgru'F9trLW.rimeSliln[,jee4RFtbbmmnldmlhVFl. Fart Plena, FL 34946 U,iOMotb164-Ir W.,Le,T.lmhu JrL rep,NoCmrdtGtioomed,'vmFluquyoiIDBed NEen Oeamopn®ctiutrmlIPatrmrts haml.7ac1o001 Job Truss Truss Type ON WRMSWSB2 FL07G Floor Girder 1 [ly �RENARMORNINGSIDE 1 A0129824 Job Reference (optional) 0-1 Roof cusses, Fort Pierce, FL 34946, design@atuuss.com Run: 6.21u s May 18 2018 Print: 8.210 s May 182018 Mi rek Industries, Inc. Fd Oct 1217:17:36 2018 Pagel • ID:OMsTuGzQH5ifu1T6CcPcrgyrjv8-Uui74]ZLml15OWuBfW8zKBsHgOylYSEg3ZOtrZyU64D 0-7-e 1-9e 0-10-2 1 2-6-0 3x6 II 46 II 4x6 = LOADING(ps/). SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FBC2017/rP12014 LUMBER - TOP CHORD 2x4 SP M 30(flat) BOT CHORD 2x4 SP N0.2(flat) WEBS 2x4 SP No.3(flat) BRACING- . TOP CHORD Structural wood sheathing directly applied or 64)-0 oc pudins, except end verticals. BOTCHORD 4 Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10 = 154611-0-0 (min.0-1-8) 6 = 1624/Mechanical Max Grav 10 = 1546(LC 1) 6 = 1624(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-614/0, 2-3=-1065/0, 3-4=-2358/0 BOT CHORD 9-10=011065. 8-9=0/2358, 7-8=0/2358, 6-7=0/2358 WEBS 4-6=-2556/0, 3-9=-1515/0, 2-9=0/754, 2-10=1818/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131 ° X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 718 Ib down at 0-8-14, 677 lb down at 2-8-14, and 713 lb down at 4-8-14, and 629 lb down at 5-5-6 on top chord. The of such connection device(s) is the responsibility of others. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F).or back (B). 5x611 6x8= CSI. DEFL. in (loc) Well Lid TC 0.75 Vert(LL) -0.05 6-7 >999 360 BC 0.93 Vert(CT) -0.08 6-7 >981 240 WB 0.70 Horz(CT) 0.02 6 n/a n/a Matrix-S LOAD CASE(S) Standard 1) Dead+ Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 6-10=-10, 1-5=100 Concentrated Loads (lb) Vert: 3=634(B) 2=-654(B)11=634(B)12=549(F) PLATES GRIP MT20 244/190 Weight: 48 lb FT=IO%F, 1ME Rva�rmw.�nm6'tiU�Pi110{(Bp6ta}&rWt)5Gt(t�falp0(IO�fmr>Pi84Y!rfba my4q{smnisdMm,.m MsbgA,.pp�d4t[ap1.1,W SIt 16,mSanlM.•. b¢uvm.iuctl®411,y 416movfMrk➢kwlbbi6lbhml4rinubtlp&pnPa,1¢tl¢[gevjbMmgim,peat.vr�ibrLn�de�eq,,,ryBdrybm64plmcQ,im,IgW.blOBdr.¢bALra(n4ovepn,Ytltfm,�, Yra, Anthmly T. TorboIII, P.E.tlmtl ptlb m4m kdjkmatlb mm WaIhW Ia[Lmim �80083 bbxamcratlfmpb. lBtlumtle4Mtlbpv"mtlp0@ntl4mYyfmrmtYal6xata�p4blbeltlflan,dMbpmtlryka, AILJenm,eqm@Smdlantl4Lwr:r4e,N¢Omr�Igmv.IMemeEp<v.tiv, 4451 Wde macfmnh•rm�namwtn4haFmead➢euevR44+.¢niml�9gkgm..tm,Nm.Wmn�kw3 mgatafbonn�li,mt 3494 fM Plerce,R 34946 Fort ( bQ7116}18vo1/mm I.Ivmb0l,ri vdvtibd Ntdvmem,d ( vPlrll 1Nvvy 1vP m7 avyupeb341N¢aw4e n'dbpmoieievhwll4dlmsss�AvemrtivmEo N,PE Job Truss Truss Type Qty Ply MORNINGSIDE WRMSWSB2 FL08 Floor �RENAR A012982¢ Job Reference (optional) H, nw. ueascs, rw. rm, w, 11 .rvaro, a 'Ign(gamrvss.com 1 3x3 11 Run: 8.210 s May 182018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fd Oct 12 17:17:37 2018 Pagel ID:OMSTUGzQHSifu IT6OcPragygv&y4GVI3azMtyOgTNDDtCtPObLQH IH3npIDXQO0yU64C 2 Us = 3 U3 II 6x6 = r LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) -0.07 4-5 >509 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(CT) -0.11 4-5 >358 240 BCLL - 0.0 Rep Stress Incr NO WB 0.04 Horz(CT) 0.00 4 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-P Weight: 26 lb FT = 10%F, 10%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS. '(lb/size) 5 = 649/Mechanical 4 = 649/0-3-8 (min. 0-1-8) Max Gmv 5 = 649(LC 1) 4 = 649(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forcers 250 (lb) or less except when shown. NOTES- 1) Refer to girder(s) for truss to truss connections. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) 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 + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pft) Vert: 4-5=-310(F=-300), 1-3=-100 mmiPnutrptlrnMm'lA4"BirAllQ(ICITA&13LLiJYSIRi01G6�ICrF6fQil�g6�lfb� rofl�Fssezan,elrttl rntYtisLmlaPbmq(IODIdmIS�LIr.Ygrt1F-m9m W,ra. YID6v.1Ygp94PA, YN i1m�mF0atlmgMbmtUYbrmt bmms4vpfgYmpa,$Y3}Eg�}m WYn(R9,psnYnpimulbrdesYnoµeggreya9']!bbbtlptlbsGkLnsQWYYinM,,'ialM1l.mNpormrSn,h6q YCw;e512ry pb6pny T.TOt1 oIII, P.E. Ylne@MSLabalratlq 64n�+1'"W�tlmNe,ra0mYe4xM�Ymkmgl¢�pe.ebvdtl@b1r,mKdmbvYmSyoYdilll&gmitl6lPodghdln9bimylNa'pliM1ypnq,,ntMwml4¢by @mhm�g N.rytl �0OD83 ' brie[gAnyvtlrmsmi.ummwYYmNmrumnwpebr,ibdLy rmm cau�pwef.admneG.ulbp�pra Alwnbn;pmaa,.l bbztlmummss.u,obghrmrrm�mrtns.rm 4451 St. Lucie Blvd. sM.iFdmvkvfmmaulla'satakmpmxnA rotwrnP W.a§411mkLgb9FY.niwlyevfgYmtlgkl's mgvmal:onnldmdYN1. Fort Place,R 34M (v bm1010 A-1 bmlmsns-Am4av 7.Ivnhv0,Pt. le ,vdveiwm@ivlvmvem.um IYm,u obbmleilkemnenian mmis4vvk®A1Ivm6nur Am t.la lv N,PE pn10 r p r P p dvvf Job Truss Truss Type QtY Ply RENARMORNINGSIDE �WRMSWS!32 FLO9 Floor 1 1 AO129826 Job Reference (optional) C 10 0-1-8 H 2-s-o Run: a.21u s May na Zulu Pnm: 5.210 s May 18 2018 MITek Industries, Inc. Fd Oct 12 17:17:37 2018 Pagel ID:OMsTuGzQHSifu 1T6OcPcrgyCjve-y4GV13azXAtyOgTNDDfCtPOWvQSOH1 xpl DXQOOyU64C 1-2-12 2 3 3x4 = 4 0 e• g. 0 7 e 0• o• 3.4 = 3x4 = I� I 12 17 Io LOADING (pal) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL) -0.03 7-8 >999 360 MT20 - 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.29 Vert(CT) -0.04 5-6 >999 240 BCLL 0.0 Rep Stress lncr YES WB 0.16 Horz(CT) 0.01 5 n/a Na BCDL 5.0 Code FBC2017ITP12014 Matrix-S Weight: 371b FT = 10%F, 10%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5 = 36310-6-14 (min. 0-1-8) - 8 = 36310-6-14 (min. 0-1-8) Max Gmv 5 = 363(LC 1) 8 = 363(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-521/0 BOTCHORD 7-8=0/521, 6-7=0/521, 5-6=0/521 WEBS 3-5=-574/0, 2-8=-574/0 NOTES- . 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x4 MT20 unless otherwise indicated. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X T) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard rr,q.lwue.grime.exincrnm¢(sswrlauntauun¢mwrmtorrym�u¢romarm. rrryme�p,mmm,mem.mt..,lWm,.ey{rtbmmw�t.tm,quwma<smtr�M. oawmsmnmamr.mamry W'81marnlen�aammlmmnpmp Nd L,LraleePB N.LnMII �uaFmutleglli.....FlvoamryY.watle.YWemlmimtlm'1m64+4amsRi,NssllNJoa,MM.vfelM.lmL�uPemVv+ul,agmfia;aaJ�P! Anthony T. Toaholll,P.E. mnmlblmtkgNYryumrt�p>mJgabUne.meum',rb3dg9vmWmp4nlp,rmmp9ab4(,m Efmmhm MYx3W�sl0.L IDgrnaim64mgtatlo,lmim�.t4436bq,miltm696.vmhvgd-0NmrtyrQVfla =80083 eaugae`ndrmra.musmsratoomnlmasmpa4auommmgt ravv�mvrm;¢trlpuaghtnmswmb�mrmpNpeu nuenua,q,muarmaaamumm�pm.muwpt�vmtmsanm,.;mm I 4451 St. Wcle Blvd. ,m.mlr.tsnmmrsmwe•�lhawu,.Nan,a.uuagmaurotnunvmm,.uasN+4ueamwa mgx�emnmm>yeml. � Fartpierre,R 34946 (ogiipElm101Ekl lod(mves�Amlmti.inmhepl,rE&pndoaiovolBndommem,acgfmm,irpiol3drhOhvNtlemeiml peimisGeohoml-Iloolinsm�4iEoori.iomEoN, Pi Job Truss Truss Type Ply RENAR MORN INGSIDE AU129827 WRMSWS82 FL10GE Floor Supported Gable �QtY 1 1 Job Reference (optional A-1 Roof Trusses, Fort Pierce, FL 34946, designigialhuss.00m 3x3 II 3,3 = 2 3 4 Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industdes,.lnc. Fri Oct 1217:17:37 2018 Page 1 ID:OMsTuGzQH5iful T6OcPcrgygv8-y4GV 13azXAtyOgTNDDfCtPOmQWRH3vpl DXQ00yU64C 3x3 II 5 6 7 8 9 c 18 17 16 15 14 13 12 11 10 3x3 If 3x3 = 3x3 It 10-3-8 LOADING(psf) SPACING- 2-M CSI. DEFL. in (roc) Well Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) -0.00 10 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight: 51 lb FT = 10%F, 10%E LUMBER - TOP CHORD 2x4 SP No.2(flat), BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING- TOPCHORD Structural wood sheathing directly applied or 10-0-0 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-M oc bracing. > REACTIONS. All bearings 10-3-8. (lb) - Max Grav All reactions 250 lb or less at joint(s) - 18,10,17,16,15,14,13,12,11 FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except _ when shown. NOTES- 1) All plates are 1.5z4 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard m,q.hmOnTbiemrb'!11[Ba956f1fi1RiF1A�Ili:L64RIWNnmIOifIP.RiiONt®4'al'Ya roEIY�PRm4rrmie0s.tivim�Y4RrMI1BBlrhlEsfLlvm4lt ltlmmM,Wrn. MarRmluar.bl9,M W1dmaN�d2lrMtrbRl4Yrdl mrl,NBupGytal4.lie@!fr¢e{bfet.clCl�ge.ssavpvaeYltev�e �avGlnye:4.4NIbbYOpebtlgh5arpml�biWrOprk4N. inh�pwlme,Ydymuetmh!^1. Anthony T. TOIIIb0I11, V.F. tlrudmvl,mbgdl:YlubnymtuleYprre,ba�mSwGuudSNnm{eLg4r,ym•.m�aem4,brlrbYtll�y�irWl bgr,rdY►P.ddm6tltlri/bunt t#gicdl^i,up:bff]2mrhplYmYmn:fmEirye j80083 ' mbatymYW,rrm,m..Y.mwm.birorbpemmrw'a,ebmugtwmetenrK .ry3ppwdpArwer rtemeYReagr.a ml eacRmmycnvrxtlbneo-neu0r�s.urvomy Yrm,eruusume..a..mn 4451 St Lurie MO. rm,rivebtlwr(chd4rrpvnaghdpbrbMd WGns4Yp6pmb1ab1,e6rk9yxrLmlVtoEy.edgWgL°ry0da1b6TO1dY1111x1 Fart Pierce, FL 34946 (eppipm Ol0lf Lltwlinsxs-lemwrf. retlan,li lepotlodmdffisimaem,loevr laaupoldtedriibMOevimeepmmn>ostrm411vtllmsn l m"LloeWULP1 Job Truss Truss Type Oly, Ply MORNINGSIDE WRMSWSB2 FL11 Floor 5 �RENAR 1 A0129828 Job Reference (optional) A-t Root frusses, Fort Plerce, I-L 34 , oeslgn(fjalimss.com 0.1-8 H 1 2-6-0 3.8 = 2 Run: 811 U s May 181U18 Print: 8210 5 May 18 2018 Wax Industries, Inc. Fri Oct 12 17:17:38 2018 Page 1 ID:OMSTuGzQHS'u1T6OcPcrgyC)v8-QHgtVPbbIU?peg2ZmxARPcxhOgfFOPezXtHz SyU648 0.-10-6 1-9-14 i 1-3-0 1.Sx4 11 3x3 = 3.3 = 1.Sx4 11 3x8 = 3x3 11 3 4 5 6 7 8 k k 14 k 13 12 11 10 3x4 = US = 1.5x4 II 1.5x4 II 3x6 = 3x6 = Plate Offsets (X,Y)— I1:Edce 0-0-121 115:0-1-8 0-0-121 116:0-1-8 0-0.121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) War! L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.50 Vert(L-) -0.14 11 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.87 Vert(CT) -0.19 11 >917 240 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(CT) 0.04 9 n/a n/a BCDL . 5.0 Code FBC2017frP12014 Matdx-S Weight: 77 lb FT = 10%F, IO%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP N0.2(flat) WEBS 2x4 SP No.3(flat) BRACING. TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOTCHORD t Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (lb/size) 9 = 804/0-3-8 (min. 0-1-8) _ 14 = 804/0-8-0 (min. 0-1-8) Max Grav 9 = 804(LC 1) 14 = 804(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2251/0, 3-4=-2251/0, 4-5=-2399/0, 5-0=-2268/0, 6-7=-2268/0 BOTCHORD 13-14=011446,12-13=0/2399, 11-12=012399, 10-11=012399, 9-10=0/1473 WEBS 2-14=1598/0, 2-13=0/891, 4-13=499/94, 7-9=-1622/0, 7-10=0/879, 5-10=-035/100 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-M oc and fastened to each truss with 3-10d (0.1311 X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) CAUTION, Do not erect truss backyards. LOAD CASE(S) Standard bn Iehbhr p0N1 dq dn¢ hLv®e.NVmi¢LN].Cr Pvy.Ruv/arryhmtmm'buft�L B[LtN6{N610(bmiplll x19d U.0 UWD)nps 194WN Mod&S:d4MMM10WoDttb�m&EKnc Job WRMSWS132 Truss FL11A Truss Type Floor Oty 1 Ply RENAR MORNINGSIDE 1 Ab12382� Jab Reference (optional) n-i nwr I rus>co, rvn ne,w, 1� .rraro, aesign(sa iuuss.caIn 0-1-8 H F 2-6 -� 1.5x4 II 1.5x4 = 1.50 = 3x8 = 1 2 _— MI6 �5 Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fn Oct 12 17:17:38 2018 Page 1 ID:NL1aKOz6Uz1TPpRygt6wRyUE6s-OHgtVPbblU7peg2ZmxARPaxhOqfFOPezXtHz SyU64B 0.10-6� 1.9-14 i 13-0 1.5x4 11 3x3 = 313 = 1.5x4 I[ 3x8 = 3.3 11 3 4 - - 5 - - 6 _ - 7 _ _ 8 kQ 48 13 12 11 10 9 3x4 = Us = 1.5x4 II 1.50 11 316 = 34 = Plate Offsets (X,Y)- 11:Edge,0-0-121, 115:0-1-8,0-0-121 116:0-1-8,0-0-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 40.0 Plate Gdp DOL . 1.00 TC 0.50 Vert(L-) -0.14 11 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.87 Vert(CT) -0.19 11 >917 240 - BCLL 0.0 Rep Stress lncr YES WB 0.45 Horz(CT) 0.04 9 n/a n/a BCDL 5.0 Code FBC2017/rP12014 Matdx-S I Weight: 77lb FT =10 %F, 10%E LUMBER - TOP CHORD 2x4 SP N0.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (lb/size) 9 = 804/Mechanical 14 = 804/0-3-8 (min. 0-1-8) Max Gray 9 = 804(LC 1) 14 = 804(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2251/0, 3-4=-2251/0, 45=-2399/0, 5-6=-2268/0, 6-7=-2268/0 BOT CHORD 13-14=011446, 12-13=012399, 11-12=0/2399, 10-11=012399, 9-10=0/1473 WEBS 2-14=1598/0, 2-13=0/891, 4-13=-498/94, 7-9=-1622/0, 7-10=01879, 5-10=-035/100 NOTES. 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard I /� hmrrrnNgfirmhm'N W91a66RB�.r'lrsun�arcnmuat9ra(Nf�InQinmwgrtr.r.hMr+=�d�dmn.euumrw rm+vl�almm�emi.um,ertaemhuxm..x mmoemma.brsanh (_\ Wldmum�m�bF,NbmefYbNl4�4mL p6rCmpa.y,�r[vpymWng180,p�.mMmuibp5,calrque0y¢pm0i'Arbmhoptl6�4Lu,Igbl.bMM,mAL blapesa�yYfgv6ac,,,aYLM. Anthony T. Tonto 18, P.F. 'dmQLUM,mgpJlga3ay�4f9Qbba,S,OmYwbimlpmab4#gMgcsbmraQb F(b�otlb:tlNLLyv4CWl4gImtl,Ihlpp.IpShcnib4utbHgedq, ongr,.bbwmF®gt�bmnswmC},I 480083 4451 St mldFgWw@adfmW.Irm,NMeYR]VbpvauM�trndmOHgbaymldp Y.vc.s000ry4YdbAd9nc„trsYbreetlreFm Uilmnb,ym01r6,e1MuQhGmhgm,L,aBupEgmaYLw�kEev.As, Wtle Blvd - FM 4nbldath�60tl9M.PYv3lhaPb+mda➢,M,pilP6�bg1hb9mikil}v.niwlN�r a0.' Fm,gEmmYnnn MvlYtv4l Plaa,R. 34946 [oppy9'W701641 Boollbsms-1mEvorl.Io�e W,li leprodod®dan/e®mem,uovrfre�ispo6ib0edrddovirienElmpomiv¢e6va Fl lod LormknovFl.tosEe N, PI. 3x4 = Us = 1.5x4 II 1.50 11 316 = 34 = Plate Offsets (X,Y)- 11:Edge,0-0-121, 115:0-1-8,0-0-121 116:0-1-8,0-0-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 40.0 Plate Gdp DOL . 1.00 TC 0.50 Vert(L-) -0.14 11 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.87 Vert(CT) -0.19 11 >917 240 - BCLL 0.0 Rep Stress lncr YES WB 0.45 Horz(CT) 0.04 9 n/a n/a BCDL 5.0 Code FBC2017/rP12014 Matdx-S I Weight: 77lb FT =10 %F, 10%E LUMBER - TOP CHORD 2x4 SP N0.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (lb/size) 9 = 804/Mechanical 14 = 804/0-3-8 (min. 0-1-8) Max Gray 9 = 804(LC 1) 14 = 804(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2251/0, 3-4=-2251/0, 45=-2399/0, 5-6=-2268/0, 6-7=-2268/0 BOT CHORD 13-14=011446, 12-13=012399, 11-12=0/2399, 10-11=012399, 9-10=0/1473 WEBS 2-14=1598/0, 2-13=0/891, 4-13=-498/94, 7-9=-1622/0, 7-10=01879, 5-10=-035/100 NOTES. 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard I /� hmrrrnNgfirmhm'N W91a66RB�.r'lrsun�arcnmuat9ra(Nf�InQinmwgrtr.r.hMr+=�d�dmn.euumrw rm+vl�almm�emi.um,ertaemhuxm..x mmoemma.brsanh (_\ Wldmum�m�bF,NbmefYbNl4�4mL p6rCmpa.y,�r[vpymWng180,p�.mMmuibp5,calrque0y¢pm0i'Arbmhoptl6�4Lu,Igbl.bMM,mAL blapesa�yYfgv6ac,,,aYLM. Anthony T. Tonto 18, P.F. 'dmQLUM,mgpJlga3ay�4f9Qbba,S,OmYwbimlpmab4#gMgcsbmraQb F(b�otlb:tlNLLyv4CWl4gImtl,Ihlpp.IpShcnib4utbHgedq, ongr,.bbwmF®gt�bmnswmC},I 480083 4451 St mldFgWw@adfmW.Irm,NMeYR]VbpvauM�trndmOHgbaymldp Y.vc.s000ry4YdbAd9nc„trsYbreetlreFm Uilmnb,ym01r6,e1MuQhGmhgm,L,aBupEgmaYLw�kEev.As, Wtle Blvd - FM 4nbldath�60tl9M.PYv3lhaPb+mda➢,M,pilP6�bg1hb9mikil}v.niwlN�r a0.' Fm,gEmmYnnn MvlYtv4l Plaa,R. 34946 [oppy9'W701641 Boollbsms-1mEvorl.Io�e W,li leprodod®dan/e®mem,uovrfre�ispo6ib0edrddovirienElmpomiv¢e6va Fl lod LormknovFl.tosEe N, PI. LUMBER - TOP CHORD 2x4 SP N0.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (lb/size) 9 = 804/Mechanical 14 = 804/0-3-8 (min. 0-1-8) Max Gray 9 = 804(LC 1) 14 = 804(LC 1) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-2251/0, 3-4=-2251/0, 45=-2399/0, 5-6=-2268/0, 6-7=-2268/0 BOT CHORD 13-14=011446, 12-13=012399, 11-12=0/2399, 10-11=012399, 9-10=0/1473 WEBS 2-14=1598/0, 2-13=0/891, 4-13=-498/94, 7-9=-1622/0, 7-10=01879, 5-10=-035/100 NOTES. 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard I /� hmrrrnNgfirmhm'N W91a66RB�.r'lrsun�arcnmuat9ra(Nf�InQinmwgrtr.r.hMr+=�d�dmn.euumrw rm+vl�almm�emi.um,ertaemhuxm..x mmoemma.brsanh (_\ Wldmum�m�bF,NbmefYbNl4�4mL p6rCmpa.y,�r[vpymWng180,p�.mMmuibp5,calrque0y¢pm0i'Arbmhoptl6�4Lu,Igbl.bMM,mAL blapesa�yYfgv6ac,,,aYLM. Anthony T. Tonto 18, P.F. 'dmQLUM,mgpJlga3ay�4f9Qbba,S,OmYwbimlpmab4#gMgcsbmraQb F(b�otlb:tlNLLyv4CWl4gImtl,Ihlpp.IpShcnib4utbHgedq, ongr,.bbwmF®gt�bmnswmC},I 480083 4451 St mldFgWw@adfmW.Irm,NMeYR]VbpvauM�trndmOHgbaymldp Y.vc.s000ry4YdbAd9nc„trsYbreetlreFm Uilmnb,ym01r6,e1MuQhGmhgm,L,aBupEgmaYLw�kEev.As, Wtle Blvd - FM 4nbldath�60tl9M.PYv3lhaPb+mda➢,M,pilP6�bg1hb9mikil}v.niwlN�r a0.' Fm,gEmmYnnn MvlYtv4l Plaa,R. 34946 [oppy9'W701641 Boollbsms-1mEvorl.Io�e W,li leprodod®dan/e®mem,uovrfre�ispo6ib0edrddovirienElmpomiv¢e6va Fl lod LormknovFl.tosEe N, PI. RMS SB2 FL11GE Job Truss Truss Type Gty Ply W W Floor Supported Gable 1 �RENARMORNINGSIDE 1 A0129830 Job Reference (optional) .,. , r MEN KUn: a.LIU a May la 2Ula YnnC s.L1U 6 May 181U1B MI I eK IneUetdeS, Inc. Fri OC[ 1217:17:382018 Pagel ID:ykgUKEFG20HnMTD2XtEJ87yUUJF-OHgtVPhbl U7peg2ZmxARPcmKgsUOWffi7(tHzwSyU64B 261d 1 Y 20 19 1s 17 16 16 14 13 — U3= Plate Offsets (X,Y)— I1:Edce 0-0-121 125:0-1-8 0-0-121 126:0-1-8,0-0-121 LOADING(psf) SPACING- 24)-0 CSI. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL , 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(CT) n1a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 13 n/a n/a BCDL 5.0 Code FBC2017/rP12014 Matrix-R Weight: 66 lb FT = 10%F, 10%E LUMBER - TOP CHORD 2x4 SP No.2(flat) SOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING, TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. All bearings 14-11-4. (Ib) - Max Grav All reactions 250 lb or less at joint(s) 24, 13, 23, 22, 21, 20, 19, 18, 17, 16, 15,14 FORCES. (lb) Max. Comp./Max. Ten. - Al forces 250 (Ib) or less except when shown. NOTES- 1) All plates see 1.5x4 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Recommend 2x6strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131° X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard hq.ImY�nMb'niC91a48(Yn:tle.Llllla•r(G�eR�IW rIT.6�Ing0iRC�a-In b%ippcgndMM,atifimiPogPMP110PjdblOgl.1¢Y¢rE16mAYka,ra. ELUOv,lut�ablW,uS bidmmPoL,ItllbrstlbblWnq,dl6timth[4t4emN+U,slffFvlbames11:3,GT�meo�a,tlbldnmd M1m�kirtym�Yetb64tlGibmbMtd�•ablDM.abt6L ➢,�Povsf34Fmim".m.M�l Anthony T. Tornbo 1Q, P.E. d,adMirmbgbLqnl,ngclOtdbCm,bom5nl,mtlgmvbWgtr{a.Yhrm6bR,Mo[dbbdbOtquFdiHL hpimildbl!rdg5Ma/blmtugl�mHti9eedtvarddbb¢�W6}d A!0 •80083 b18�9bYpvllmam.11mY,l�plbtlbp,mfdr+3b,ibt2yf�voYq hkca$�pWihWd➢Ile„d�mlbgedpia lM6"s,b,e:aulID,df4db4mbye.LwkoytlavdLmYvdek�. +gym 44515t. Lude Blvd. ,mw.add%,rdvpdn.Ya4q%dP.b,Ya�d bu,vP•Pb�nmbrasrkvpa,amusM•h�daf P+W ugemPem.aamdYut Fort Plem, FL 34946 (opgiPNO tClf 4lPd Mmt�lm6ovpLlwdo IO,PL lepodon�daitdomnm,bbplaq upoLbitrdii8au1t6enmrrpvm6imrtre•{IPovllmus�AcBeopl.ladom,PL Job � Truss Truss Type Dty Ply=RENARINGSIDE WRMSWSB2 HJ3 Diagonal Hip Girder 1 AM29837 onal A-1 Roof Trusses, Fort Pierce, FL 34946, design r@alauss.com Run: 8.210 s May 18 2018 Print: 8.210 s May 18 2018 MiTek Industries, Inc. Fri Oct 1217:17:39 LOADING(psf) SPACING- 2-" TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 7.0 Code FBC2017frP12014 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 54-13 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) 2 = 288/1-5-0 (min. 0-1-8) 6 = 191/Mechanical Max Horz 2 = 121(LC 22) Max Uplift 2 = -192(LC 4) 6 = -132(LC 4) Max Gray 2 = 288(LC 1) 6 = 191(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=22ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tabby 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 192 lb uplift at joint 2 and 132 lb uplift atjoint 6. CSI. DEFL. TC 0.30 Vert(LL) BC 0.21 Vert(CT) WB 0.03 Horz(CT) Matdx-MP 1.5x4 II 3 4 in (loc) War L/d PLATES GRIP 0.04 6-9 >999 360 MT20 244/190 -0.05 6-9 >999 240 0.00 2 We n1a 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 77 lb down and 90 Ib up at 14-9, 77 lb down and 90 lb up at 14-9, and 35 lb down and 401b up at 4-2-8. and 35 lb down and 40 lb up at 4-2-8 on top chord, and 11 lb down and 39 lb up at 4-2-8, and 11 lb down and 39 lb up at 4-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (plf) Vert: 14=60, 5-7=-14 Concentrated Loads (lb) Vert: 10=58(F=29, B=29) 12=9(1`=-5, B=-5) Weight: 22 lb FT=10% tlmq.Fsu6�rPh,nsro, uicnim6B{ffi�dtemuivsrmimmmuW (W8)+m>nma'.m'p,e vvhbnplvvmrmtmrsmv,mim,6maun411pp7mlmtCnrtr, x,4rt wemmn renmquam.ei9.M NammNeuo-&.,dtrnue.h,u h.umhv4q�N.lpmh erui.wimvsmm.mvugrKnmaaz, v4,wmax!evatrMq� ucvgroa.trtmdasmml hmM.om+xe4am. l No* Anthony T. Tombo III, P.E. o1.ugWimiYgMSaliYbgm4'Rtl46.se NO.mY,eivt i9mv6r#ICeK^a.g5, mxagbO,MIXdkYdltl��dlM1l eeQ�milgp108dgktl,v/bimtlEidg6ollg4wry,NtlRmdtmytlduhrtym06gq A!* 380083 Evdmmrn4voiL,eme Nubuluo6ln,dYFuemWp4N�gbWl;telamfq,yaxea.6®pYtdl}A deaa, K.a. zdratm R�6'rum,.plp5inaiangmLr+m,rye.ux+ramtq®rtnn l.gs s:m+, 4451480083 Blvd. gbm4bgFrreqvf 9?1Tbavgt}dpe.wAd hNuby,fgmogirala4pptryr.vrMvfNvEg.gdq.aar.mry�Lnlmome�,l YiM1t Fart Plere,R 34946 [opgipb lblLih4l lvdi,mut 3mEver f.Ivmdv n,Pi leprtdvnimdlpivlvmmvbmvvpbm,bpvpibdNdavvlavemmpmvusgevtrg4l tvdbevtm paevgl.14 h 91,Pt. Job Truss Truss Type city Ply MORNINGSIDE WRMSWSB2 HJ7 Diagonal Hip Girder 5 �RENAR 1 AO129833 - Job Reference (optional) n-1 Kdoi I Fusses, Fort Fierce, ru ,wano, gesign(maluuss.com [ KUMB21US May la 2uld Fnnl: a2lU S May la 2U18 MIIeic industries, Inc. Fri Oct1217:17:402018 Pagel 4 ID:OMSTUGzQHSifulT6OccPOcrgyCjv8-Mfyew5rxg5FXt8CyuMCvU10_zeCLUKzF_Bm4_LyU649 314 = 1.5x4 II 3.4 =" LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.05 6-7 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.10 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.40 Hoxz(CT) 0.01 5 n/a n/a BCDL 7.0 Code FBC2017/TPI2014 Matrix -MS Weight: 43 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS, 2x4 SP No.3 BRACING- TOPCHORD Structural wood 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, in .accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4 = 160/Mechanical 2 = 442/0-4-9 (min. 0-1-8) 5 = 273/Mechanical Max Horz 2 = 182(LC 22) Max Uplift 4 = -107(LC 4) 2 = -181(LC 4) 5 = -65(LC 8) Max Grav 4 = 160(LC 1) , 2 = 442(LC 1) - 5 = 273(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-11=-734/176, 11-12=-683/193, 3-12=-683/183 BOTCHORD 2-14=-268/678, 14-15=-268/678, 7-15=268/678, 7-16=268/678, 6-16=268/678 WEBS 3-6=-716/283 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf, h=22ft; Cat. II; Exp 8; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M 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 107lb uplift at joint 4, 181 lb uplift at joint 2 and 65 lb uplift atjoint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 77 lb down and 90 lb up at 14-9, 77 Ib down and 90 lb up at 1-4-9, 37lb down and 41 lb up at 4-2-8, 37 lb down and 41 lb up at 4-2-8, and 66 Ib down and 88 lb up at 7-0-7, and 66 lb down and 88 lb up at 7-0-7 on lop chord, and 11 lb down and 39 lb up at 14-9, 11 lb 'down and 39 lb up at 14-9, 15 lb down at 4-2-8, 15lb down at 4-2-8, and 29 lb down at 7-0-7, and 29lb down at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 , Plate Increase=1.25 Uniform Loads (pit) Vert: 14=-60, 5-8=-14 Concentrated Loads (Ib) Vert: 11=58(F=29, B=29) 13=-76(F=-38, B=38) 14=46(F=23, B=23) 15=8(F=4, 8=4) 16=-55(F=27 B=27) [cry.rmOmlFheMr6'411WFIrffinr01e1rViltNW{fOPA1CR@IOYl1S1tT1lll1R,FNaf b¢ retll k'Ap,aYmd,dNnne91me0n4�1(R4'dP, 4!mlLlvh4itMaeaeB�IMee tlu, Ce.IV Rdee@iG9.a} ghiascfip@»09bvu1661NYAMd 1,elm,munfepmpF.SRaRlhpxfjNUGngN9rtpv�em/m•,ihl,tln,mtl4�+r' 9rtyssWPlWMln4d¢esgelnulgmrnbtany,MeAl1d, 6,�nva�n,yltgm^.entuml9oF AntMny T.TO(nbolll•P.E. doedf'afinebgk�p6bmry6b706Pem.60rsie•DeEderJaO,MY;Mip mhar.NdO�OlbCMOehMlakq Ne nlpLlbyn,tli0en)dmbMn,pdLu�t93{id�q Wq,,Pm9GvdGugil�hhn[aYJeld 480083 hr.eabspolmeB.ee.amm�hnednPamvmpdmaniD.pe4eq�mseplmvea.l�m0la�oee%mmwn�fu.s[mdwdd vleaQc„peJ�ae.iba[LLmempe.Irm�cFegun.Iumvsbsv, w,v 44515t. Lucie 64-d. eRmu1fid11e8�eTdWm'�m44A1�n athL,udn�lgcnorolhr,Ygbga,nNUSrynan�negldgy eomltl¢4trmm�tbtl[t61. � Fort Pierce, FL 34946 (apyrilM®1/11k11xpbesses�Amloeyl.lomhe111,Pi lepmdamaoofnitdommem,ivtlylmn,iFpolildedvi0omtle vNrcepmmuJoe6omA41aolbnm�ImEooy7.iamlelll,PE Job WRMSWSB2 Truss J4P Truss Type Jack -Open nN 1 Ply RENAR MORNINGSIDE Ai1129$3Q Job Reference (optional) A-1 Roof Trusses, I -on Pierce, PL 34946, design@altruss.cem 1 Run: 8.210 s May 18 2018 Print 8.210 s May 18 2018 MITek Industries, Inc. 3x4 = 3-10-6-6 1.5x4 11 4 12 11:1 f:40 2018 Page 1 :eTRUQGF_Bm4 LyU649 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (too) I/de8 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Ver*L) 0.03 5-8 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert(CT) 0.03 5-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(CT) -0.00 2 n/a n/a BCDL 7.0 Code FBC2017/rP12014 Matrix -MP Weight: 17 lb FT = 10%. LUMBER - TOP CHORD 2z4 SP No.2 BOT CHORD,2z4 SP No.3 WEBS 2z4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-10-6 oc purins. 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) 2 = 237/1-0-0 (min. 0-1-8) 5 = 128/Mechanical Max Hom 2 = 103(LC 12) Max Uplift 2 = -80(1-C 8) 5 = -65(LC 12) Max Grav 2 = 237(LC 1) 5 = 128(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) ,Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf, h=22ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrentwith any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to gbder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 80 lb uplift at joint 2 and 65 It, uplift at joint 5. LOAD CASE(S) Standard I rmvraue>.pirmna•lau;a>muafmu'l�aumiela�odauoc(mmldarontudaY. rahkwP��ari.eoeau,,,rgr�^5(�mareytr.marl:r�n,aYm,r. mase.bme.rTA.p r!d®mrhm rdkatlYrdCleMrtd 4�l:vuPxB(YcaN.lMbhr�mlr�el.•iltlmz,m.vVbudrrdnc� rwx9 'S.e^IbrYtlAtlY+k�im,W®dmrlON:dv VLI.hQ9Prsmi%�Yy9uly®.� Anthony T. Tombo III, P.E. m9ddtlinn bgW4 hb.a Mob Ltm,b bmlmutdtMvadsWgrUya,eammdb BCYrrmbYdbMgW mlln. Tm pp,dtlbm�9ldd,vdbimt M2giaBpmp5trY3Camlocrb44rhqvmcjtl �fl0083 ' rWfgkfyamlWae nabmM�YR]tlapexutlPddr,dbrYg4gma Yard^ �rdLY1YWmGlvademgYpNyhn Wlmmnbrz.+mlY'adrm66Gur,q�,LnYvpfrpeedLalerkv.,tlm 44515E Wde Bh9. evv�a46Jpv4eGgMgainrlryarspourtvl, Rfirulo¢kyxukllrluq Yop�r.sivalrywi5r¢dW^F mym9�Yevmekdbfil. FaC Pfefoe, FL 34946 (vpyridhOID16411vdlmms h*.yr.Iovb Kf.E Iepodm4mtltdihimoem,iomrfmw,uyeL30ed v�&wlhdenpnrm®sdmtrna 411vAfmur Ae6eor7.IooEv01,PF. Job Truss Truss Type city Ply WRMSWSB2 J7 Jack -Open 22 �RENARMORNINGSIDE 1 AO129835 Jab Reference o tlonal ' f-1 Roof Trusses, Fort Pierce, FL 34946, designQaltruss.com Run: 8.210 s May 182018 Print: 8.210 s May 18 2018 MTek Industries, Inc. Fd Oct 1217:17:41 2018 Page 1 ID:OMsTuGzQHSifuiT6OcPcrgyCjv8-nV07QdUbPNOVIneS3j81 EZ5eliUDtPPDrVeXnyU648 1',, -14-0 41160-4 I 2-1-12 7-0-0 I 4- 3x4 = 7-0-0 Dead Lead Defl. = 118 in m �i LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.17 4-7 >478 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.20 4-7 >413 240 BCLL 0.0 Rep Stress ]nor YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 7.0 Code FBC2017/rP12014 Matrix -MP Weight: 24 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 - SOT CHORD 2x4 SP No.2 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation clulde. REACTIONS. (lb/size) 3 = 178/Mechanical 2 = 349/0-8-0 (min. 0-1-8) 4 = 70/Mechanleal Max Hoe 2 = 164(LC 12) Max Uplift 3 = -118(LC 12) 2 = -85(LC 12) Max Grav 3 = 178(LC 1) 2 = 349(LC 1) 4 = 111(LC 3) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult-160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=22ft; Cat. II; Exie B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" 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 118 Ito uplift at joint 3and 85 Ib uplift at joint 2. LOAD CASE(S) Standard ra4md4uzn'hmnm'41nOF4mn(fNR{4rin8%rMATt4[61Nh4.1i1]l�5Fpo1F11'm¢ roCI trYPIaoWndimlr9rs�tl[lrmflnp4my9CL;tlm4hmllfm 4lFLlsm9eEtMru BIun�Y 6TJe9eloCKl 111kman1l01nmemiYmncYN,tld rnMzroy WseO.r.ymmfhp.Irwumav�PenmmmPmtl YlNw.aws%b3n4WovrcminPamni+lnss4meeYrta R,mauLmmNnvvrnahaamvvm.vYSar Anthony T. ill, P.E. pLl.IbyP�Mmmt04tlw&9wEbimtLlykScyoi4e,impEm=IYvgdIIYmrcpmiptl 80083 S80cie I NWK'Wmmm1.Yv5umRlpYlSi4mNutmOruivclaRJettl�6NWIRaPs,hmmROJmpf,l�4WmhdmNyN,pl mmrgMYrtlWm NebamhYlwtlmFtmvtlPLY:vtlmLagrups�ca.m.;mpPlmrhpnYauezmmlh�mupm Dunn;aenpmdw+sfa�eJYLwc,vPr.tmsArpu}vwurve�twe,wv 44515E Lucie BNd. ubYu4redlfrf�9tl9uh^R9hmlmmmtlrtl4rinuhupfgamhr0i6bYgkgn,utnu Sroafgfmdmtra4 aoi%�hmma13M1,mL � Fort Pierce, R. 34946 Gppi1M®9114A1ladinssys-1m6vg1.fvaMm,PL[epnlv0uvlaisdvmmem,'vverlmm,ispiai3dNuinmar hrIDeepersisilvvhvm411eu1inzsnAmAvvri.iwly N,PL Job Truss Truss Type OtY Ply AMORNINGSIDE VM02 Valley 1 A629836WRMSWSB2 1 ece ob (optional) A-1 R00f TnlsseS, ton elerce, FL 34946, design(rgal Wss.com 4 0 Run: 8.210 s May 182018 Print: 8.210 s May 182018 MiTek Industries, Inc. Fn Oct 12 11:T7:41 2018 Pagel ID:OMsTuGzOH51fu1T60CPCMygv8- V070dUbPNOVIn8S3181EZIV1t4D[PPDrVe)(hyU648 2x4 4 6.00 FIT 2 7 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (too) 1/deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 7.0 Code FBC2017/rP12014 Matrix-P Weight: 5 lb FT = 10% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1 = 51/1-11-8 (min. 0-1-8) 2 = 41/1-11-8 (min. 0-1-8) 3 = 10/1-11-8 (min.0-1-8) Max Horz 1 = 28(LC 12) Max Uplift 1 = -9(LC 12) 2 = -29(LC 12) Max Grav 1 = 51(LC 1) 2 41(LC 1) 3 = 23(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind:ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=22ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcumant with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSIITPI I angle to grainformula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 lb uplift at joint 1 and 29 lb uplift at joint 2. LOAD CASE(S) Standard tmq.Ilw Coed¢mae613na11aS8I91tR{60aLLUGrnd¢t@6adpYrrFIl116ema91:lrka tar!hypawm�tlndrmseOkL.nMga'96rr1v164'irLlvbm,lllPawflelM.r, M+aAMUMdobFA,eb 6em�Yrmo M1EYmIiIDlC1aq,6l 4rNulRWWL'T;u.k�hf9aa{trW�ciiB9rmrs3�v,dbld,isstlegam9,qep(RYbiOy,IC,aNLm�lgi0la`u1WId1.CaRC 2L pnmNul Yd9mCm.CtN! Anthony T. Tombo III, P.E. mindbnLm4gbdfga4aymkmdYhm,rn0am5mNidgmtl4pffil k>ba.ab¢mdbuGb M�IbMdbAfalvkmlRN.hglmtldY1944em^+d6rml Wtgblrymq.a§Id,eorkmpgEl66,gmmrytl. C80083 ' 6MffiIO�YpavlfeGnh eetfMMobiEOclYVo$+dp�''%*dg4eq[n2MSS(f0,vf,59rL40Jhmd9(tn,6®MYrmdlnbv inllticgrt 6ffmu11M16Lw&'�.ImsOmplghn YlmsYmdda,Wn 4451 St Lude Blvd. mntikhWhr4mtl4u14miaPgrydllmbmdnl M1twbtlp6ymbglMld4ekq arlmsfnval,raetlq WLSF bal�YMbmmotdelb➢n. Fat Plerre, FL 34946 (oprnp90901FLl9adlmul hAMLhvhem,p.E hprttiv6mdWrlvmmednmiimm,upvdAdelxinvmea vB4vpmevv8e6vm11 kdbvval Avavvpth hv0,rf. Job Truss Truss Type Oty Ply RENARMORNINGSIDE WRMSWSB2 VM04 Valley 1 1 A0129837 Job Reference (optonall A-1 Roof Trusses, FortPierce, FL 34946, design@altruss.cem a Run: 8.210 s May 18 2018 Print 8.210 s May 18 2018 MTek Industries, Inc. Fri Oct 12 17:17:42 2018 Page 1 ID:OMsTuGzOH5ifu1T6OcPcrgygv8J23OLme6MIVF6RMK?nFNaS6ReRC3yJpYSVFB3DyU647 1.5x4 II 5 4 a,t 9 1.5x4 II LOADING(psf) SPACING- 2-U CSI. DEFL. in (loc) Well L/d TCLL - 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) n/a - n/a - 999 TCDL 10.0 Lumber DOL 1.25 BC 0.11 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(CT) -0.00 3 n/a n/a BCDL 7.0 Code FBC20171TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING- TOPCHORD - Structural wood sheathing directly applied or 4-0-0 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 guide. REACTIONS. (lb/size) 1 = 87/3-11-8 (min. 0-1-8) 3 = -10313-11-8 (min. 0-1-8) 4 = -2713-11-8 (min. 0-1-8) 5 = 29213-11-8 (min. 0-1-8) Max Hom 1 = 69(LC 12) Max Uplift 1 = -6(LC 12) 3 = -103(LC 1) 4 = -66(LC 3) 5 = -131(LC 12) Max Grav 1 = 87(LC 1) 3 = 73(LC 12) 5 = 292(LC 1) FORCES. (lb) Max. Comp.IMax. Ten. - Al forces 250 (lb) or less except when shown. WEBS 2-5=-234/397 NOTES- 1) Wind:ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psF, h=22ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and, right exposed ;.end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing, 3) This truss has been designed for a 10.0 pat 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) Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6 lb uplift at joint 1, 103 lb uplift at joint 3, 66 lb uplift at joint 4 and 131 lb uplift at joint 5. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 13 lb FT=10% e..a4s®mpray%.mry+mmwssa0¢m'camlmcrarammm�aurogr;lmagma¢rs..mh:�p�mrd.a.m.exrm,krok.alnmdmwwlw,Qnrm.,anw,M.eanmwam.ara.n 14:emnymsmnh,atlb2ID].k,mit 4.Nu&ePe�{u.fpa.j[aaey4vaogi9eyemn.tmks.tle.¢wscS.gegrtgvY'gbb6aptlmiyalm�p�f.hitlsy 4mt @mgovrym,tgoL^n.oMtq Anthony T. TOmbo 111, D.E. tlytlei4mY,q6v&leh,nPY{L1dY0w,bOmYu3eutlgWehWlgpei.�.�MrayptlblCbp(.ibhAkiq+ odtl➢N.hgpwlihintlgbYoibLmhA�li'g9vgr.!¢40odkogd0Y9r tl ' 80083 ' htAbrMye.IGCme.amn�6Mnbdlvlbp,audµtn,IbLByraryc Ygl9ermf31rO4ildhgtllBlneRamlbrmetlr:YU Arb4nm„gmAIDnd4vlYNnEr;c.L�oEugrgmtltm,9ehJn.dn 4451 SL Lurie 81W. dmW4Stlh.reed4M,P:��PIdF1gMFtl lnY;uk.#6perhnle,l.:ab�+..t�.utM.4binitlta e�tmmemnvrldmsut r-at i+lem,FL 34946 (gyrigb91hEA41vdTry %.Ldoq Llcd4(LPf. kprtivdwdllkdomvN,uverfnabPMhded•ieodeensevpq®silu6w114dlmuv Avaegl.lmia O,Pi Job Truss Truss Type Oty Fly=RENARINGSIDE WRMSWSB2 VM06 Valley 1 Ab129B38 onal A-1 Roof Trusses, Fort Pierce, FL 34946, design@albuss.cem Run: 8.210 s May 182018 Print: 8.210 s May 18 2018 MTek Industries, Inc. FriOct 1217:17:42 2018 Pagel ID:OMsTUGzOH5ifu1 T6OcPcrgygv8-J23OLme6M)VF6RMK?nFNaS6JdR9ByKf YSVFB3byU647 1.50 11 2 3 2c4 1.5x4 11 LOADING(psf) SPACING- 2-" CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Va t(LL) We - n/a 999 TCDL 10.0 Lumber DOL 1.25 SC 0.29 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Ho2(CT) 0.00 n/a n/a BCDL 7.0 Code FBC2017[rP12014 Matrix-P 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 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 = 193/5-11-8 (min. 0-1-8) 3 = 193/5-11-8 (min. 0-1-8) Max Horz 1 = 107(LC 12) Max Uplift 1 = -36(LC 12) 3 = -89(LC 12) Max Grav 1 = 193(LC 1) 3 = 193(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-157/260 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=4.2psf; h=22ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0.psf bottom chord live load 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 3b4) tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 lb uplift at joint 1 and 89 lb uplift at joint 3. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 - Weight: 21 lb FT=10% "Ymar.PauOvv�nmb'111{qtW`96(fHtlf)lalaLLA6ttp®fNe�ipy�f}{nlina&ifba rollkuppcmis(bopve•ImfAsp6wtr!(I40tlb4b11.Ivb4121dem4niAnra hYa O••W �IvbPA,vy btdm0•IIan YSNadtrblG➢ab Mi 4•inoh,4F4'�W.Yrmgro-er ul4Wv41e,TrnlvMbudbFA»M1.,ev4bbkGPdb�iBl�A�dehiW vh.vb911 RiJ0ewi�ki9>Ps+.mtlAr Anthony T. Tombo 111, P.E. vindtlrinnbollIXgebv>ImiirydYEm,bOmlcf•pfrt6{e4ry[eN,vMmadbIX,MIXalbbdlYey'dbdiPL hglnddbRVdgEtllwdbLnt Ekig69vAYv¢t�mvlb,gg46h�.pmlt4d -80083 ' m•bur9bw,mtlfa n,.oak+,va�b1ElvAbFlmvtlpkmdbrdbt4N.•uunmmsp.8�p0Yi41kWm19onKevMYpmtl AltlmibnynEA4nv14mdbL•n @gv.4w Nxgtfnmdimtlmibee,•&n 4451 St eBlvd. •tie•'o•13adh•Itlg4=IWkadnhdprvbMLLibL•u Mgb"•ahAabldlkgbspa,rim+brxrpmdgboGy.0ryE5N6omnldmlYWL Fort Pierre,R 34946 (Wi,b 010161-1 lvdhavr-bamyLlxb. 4?i &Vd,ik. dike immvl, b.1kmupvidueE vdAvd avemnpn®sihv lhmhl WIT.. n FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL 1 STDTL03 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 ALTERNATE OIAGONAL BRACING TO THE BOTTOM CHORD 1'-3' MAX. OIAG. BRACE AT 1/3 POINTS IF NEEDED IT IS THE RESPONSIBILITY OF THE SLOG. DESIGNER OR THE PROJECT ENGINEER/ARCHITEI TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OF THE GABLE ENDS. HORIZONTAL BRACE (SEE SECTION A -A) TRUSSSES a r 24' O.C. 2XG DIAGONAL BRACE SPACED 4B' D.C. ATTACHED TO VERTICAL WITH (4) - I6d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d COMMONS. NAIL DIAGONAL BRACE TO PURLIN WITH TWO 15d NAILS. 2X4 PURLIN FASTENED TO FOUR TRUSSES WITH (2) - 16d NAILS EACH. FASTEN_P_URLIN_TO BLOCKING W/ (2) - 16d NAILS (MIN.). PROVIDE 2X4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE \BRACE AND THE TWO TRUSSES ON \EITHER SIDE AS NOTED. TOENAIL \ BLOCKING TO TRUSSES WITH (2) - \ 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d COMMON WIRE NAILS. END WALL CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAIL SCHEDULE. METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL NAILING SCHEDULE: - FOR WINO SPEEDS 120 MPH (ASCE 7-9B, 02, 05), 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (131' X 3') NAILS SPACED S' O.C. - FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d C131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM). STRUCTURAL GABLE TRUS'. MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI BRACING METHODS SHOWN ON PAGE I ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED / STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. _ STANDARD GABLE I TRUSS UKAL TRUSS 3TUO AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/STUDS ONLY. ,JANUARY 17, 2017 TYPICAL HIP / KING JACK CONNECTION I STDTL01 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp._B,_C_up_to_60' Mean Roof Height_ and Exposure D up to 30' Mean Roof Height. Attach End Jack's w/ (4) 16d Toe Nails @ TC & (3) 16d Toe Nails @ BC 0 r` Attach King Jack w/ (3) 16d Toe ,Nails @ TC & 24" Strap w/ (6) 10d x 1.5" ea. end @ BC 3ch Corner Jack's (2) 16d Toe Nails 9, TC & BC (Typ) Attach Corner Jack's w/ (2) 16d Toe Nails @ TC & BC (Typ) uteri MWM,.e.8. # SM83 44515G.UitleBWd Port Pieire, iL� 34946 JULY 17, 2017 I STANDARD PIGGYBACK TRUSS STDTL04 ('()NNFrTI(1N nF=TAII THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS: ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSURE CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN DRAWING FOR UPLIFTS. NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24.O.C. OR LESS. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 PIGGYBACK TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL PIGGYBACK TRUSS INFORMATION. SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24' O.C.) A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2' X 8' TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48'O.C. PLATES SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48' O.C. STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH FOUR (4) 6d (1.5- X 0.099-) NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM UPLIFT CAPACITY OF 377 LBS. AT EACH 2' X 8' TEE -LOCK MULTI -USE CONNECTION PLATE. (MINIMUM OF 2 PLATES) ATTACH EACH PURLIN TO THE TOP CHORD OF THE BASE TRUSS. (PURLINS AND CONNECTION BY OTHERS) BASE TRUSS REFER TO ACTUAL TRUSS DESIGN DRAWING FOR ADDITIONAL BASE TRUSS INFORMATION. Anthony T:,Tomho N; P.E. : 80083, 4451St. dine Blvd: Fat Pie",:F1..34M6. JULY 17, 2017 I TRUSSED VALLEY SET DETAIL - SHEATHED 1 STDTL05 I 4451 ST. LUCIE BLVD. FORT PIERCE, FL 3494 772-409-1010 VALLEY TRUSS (TYPICAL) SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS W O.C. GABLE END, COMMON TRUSS, OR GIRDER TRUSS .1chr_ve"i P 12 GENERAL SPECIFICATIONS: 1..NAIL SIZE = 3' X 0.131' = 10d 2. WOOD SCREW = 4.5' WS45 USP OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24' O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL'A° S. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. - 6. NAILING DONE PER NDS-01.- - - -- 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. SEE DETAIL'A° BELOW (T'P.) BASETRUSSES VALLEY TRUSS (TYPICAL) I GABLE END, COMMON TRUSS, OR GIRDER TRUSS TRUSS CRITERIA: WIND DESIGN PER ASCE 798, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSURE WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF ATTACH 2X4 CONTINUOUS 42 MAX SPACING = 24° O.C. (BASE AND VALLEY) SYP TO THE ROOF W/ TWO USP MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. WS45 (1/4' X4.5') WOOD SCREWS INTO EACH BASE TRUSS. i Anlh* T. Tomho Ill; P.E. BOOS3 44515t. Lucie Blvd. Fait Perce� FL. 34945 FEBRUARY 5, 2018 1 TRUSSED VALLEY SET DETAIL I STDTL06 GENERAL SPECIFICATIONS: A.— NAIL SIZE=3'X 0.131-=10d 2. WOOD SCREW = 3' WS3 USP OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24' O.C. MAXIMUM)AND SECURE PER DETAIL 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURUN SPACING EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. A-1 ROOF TRUSSES 6. NAILING DONE PER NDS-01. 4461 ST. LUCIE BLVD. GABLE END, COMMON 7. VALLEY STUD SPACING NOT TO EXCEED 48' O.C. FORT PIERCE, FL 34946 TRUSS, OR GIRDER 772-409-1010 - TRUSS - - -- — VALLE(Y;RCU L) III �' II II II BASE TRUSSES III- GABLE END, COMMON TRUSS, OR GIRDER P 12 r VALLEY TRUSS TRUSS (TYPICAL) SEE DETAIL'A' BELOW (TYP.) SECURE VALLEY TRUSS W/ ONE ROW OF 10d WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05:146 MPH NAILS 6' O.C. WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3112 MAXIMUM 6/12 CATERGORY II BUILDING EXPOSUREC WIND DURATION OF LOAD INCREASE: 1.60 ATTACH 2X4 CONTINUOUS #2 MAX TOP CHORD TOTAL LOAD = 50 PSF SYP TOTHE ROOF W/TWO USP MAX SPACING= 24'O.C.(BASE AND VALLEY) WS3 (1/4' X 3-) WOOD SCREWS MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. INTO EACH BASE TRUSS. DETAIL A (NO SHEATHING) N.T.S. kd"TrTombo OI,. P.F. 090083 44516L L d. Blvd, Fart Pierce; ll 34946 JULY 17, 2017 I "w.�.�L_v V l%L_L_L_ I .JL_ I LjL_ I n[L_ (HIGH WIND VELOCITY) STDTL07 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409.1010 ATTA( WIND DESIGN PER ASCE 7-98, ASCE 7- WIND DESIGN PER ASCE 7-10: 170 MPI MAX MEAN ROOF HEIGHT = 30 FEET CATERGORY II BUILDING EXPOSURE B OR C WIND DURATION OF LOAD INCREASE: MAX TOP CHORD TOTAL LOAD = 50 PSI MAX SPACING = 24' O.C. (BASE AND VP SUPPORTING TRUSSES DIRECTLY UNL�.. .,.�.� DESIGNED WITH A MAXIMUM UN_BRACED LENGTH OF 2',-10' ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPFS SPECIES LUMBER - NON -BEVELED BOTTOM CHORD FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6112 PITCH NON -BEVELED BOTTOM CHORD CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6/12 (MAXIMUM 12/12 PITCH) 01 An0mn7 T; Tomho 111,.PE. ipoa 4451'St Wtle BNB. Fort", R. 34946' FEBRUARY 17, 2017 1 STANDARD GABLE END DETAIL I STDTL08 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. _ .FORT PIERCE, FL 34946 TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS W/10d NAILS, G' O.C. VER' STUC SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. DIAGONAL BRACE 4' - 0' O.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. 12 Q VARIES TO COMMON TRUSS * DIAGONAL BRACING ** L - BRACING REFER REFER TO SECTION A -A TO SECTION. B-B NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE ENO TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR BETTER WITH ONE ROW OF IOd NAILS SPACED 6' D.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT 4' - 0' D.C. S. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2Xfi AND A 2X4 AS SHOWN' WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH (3) IOd NAILS THROUGH 2X4 (REFER TO SECTION A -A) 7 GABLE STUD DEFLECTION MEETS OR EXCEEEOS L/240 VERTICAL 2X6 SP OR SPF STUDVISRACE 02 DIAGONAL BRACE (4) - 16d NAILS16d NAILS SPACED S' O.C. (2) SOd NAILS INTO 2X62Xfi SP OR SPF #2 2X4 SP OR SPF #2L HORIZONTAL NAILED TO RTICALS- SECTION A -A W/(4) - 10d NAILS PROVIDE 2X4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - IOd NAILS (4) Bd NAILS MINIMUM, PLYWOOD SHEATHING TO 2X4 STD SPF BLOCK B. THIS DETAIL DOES. NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE S. 00 NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. _ IF NEEDED 10. 10d AND I6d NAILS ARE 0131'X3D' AND 0131'X35' COMMON WIRE NAILS RESPECTIVELY. 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. MINIMUM STUD SIZE SPECIES AND GRADE .STUD SPACING WITHOUT BRACE 2X4 . L - BRACE DIAGONAL BRACE (2) DIAGONAL BRACES AT 1/3 POINTS MAXIMUM STUD LENGTH 2X4SP#31STUD 3-8-10 5-6-11 6-6-11 li-1.13 2X4SP#31STUD 3.3-10 4-9.12 6-6-11 9.10-15 2X4SP#31STUD R24O.C. 2-8.6 3-11-3 5-4-12 8-1-2 2X4SP#2 3-10-15 5-6-11 6-6-11 11-8-14 2X4SP42 3-6-11 49-12 6.6-11 10.8-0 2X4 SP 42 3-14 3-11-3 6-2-9 9-3-13 DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE EDGE. DIAGONAL BRACES OVER 12' - G' REQUIRE 2X4 I -BRACES ATTACHED TO BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE WITH 10d NAILS 6' O.C., WITH 3' MINIMUM ENO DISTANCE. BRACE MUST COVER SOX OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. rom ROOF SHEATHING NAILS lOd TRUSSES @ 24' D.C. 2X6 DIAGONAL BRACE SPACED 4B' O.C. ATTACHED TO VERTICAL WITH (4) - d6d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d NAILS. HORIZONTAL BRACE (SEE SECTION A -A) ENO WALL MAX MEAN ROOF HEIGHT =30 FEET EXPOSURE B OR C ASCE 7-10 1S0 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. DURATION OF LOAD INCREASE: 1.60 CONNECTION OF BRACING IS BASED ON MWFRS. T-BRACE / 1-BRACE DETAIL FEBRUARY17,2017 WITH 2X BRACE ONLY STDTL09 DOTES: (-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING '.S IMPRACTICAL. T-BRACE / I -BRACE MUST COVER 90% OF WEB LENGTH. PHIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS TC :ONTINUOUS LATERAL BRACED WEBS. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772.4W-1010 NAILING PATTERN T-BRACE SIZE NAIL SIZE NAIL SPACING 2X4 OR 2X6 OR 2X8 lod 6' O.C. NOTE NAIL ALONG ENTIRE LENGTH OF T-BRACE / ]-BRACE (ON TWO-PLY TRUSSES NAIL TO BOTH PLIES) NAILS SPACING I BRACE SIZE FOR ONE -PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 20 ]-BRACE 2X6 2X6 T-BRACE 2X6 ]-BRACE 2X8 2X8 T-BRACE 2X8 I -BRACE BRACE SIZE FOR TWO-PLY TRUSS SPECIFIED CONTINUOUS ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I -BRACE 2X6 2X6 T-BRACE 2X6 I -BRACE 2XB 2X8 T-BRACE 2X8 I -BRACE T-BRACE / I -BRACE MUST BE SAME SPECIES AND GRADE (OR BETTER) AS WEB MEMBER. NAILS WEB NAILS I -BRACE NAILS WEB T-BRACE SECTION DETAILS FEBRUARY17,2017 I LATERAL BRACING RECOMMENDATIONS I STDTLi0 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. �'. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY A4 ROOF TRUSSES OF THE METHODS ILLUSTRATEDBELOW.. 4451 ST. WCIE BLVD. FORT PIERCE, FL 34945 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE 772-009A010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS_ CONTINUOUS -- -- FROM END -TO END, -CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE METAL FRAMING \�ff ACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) ANCHOR TO ATTACH WITH (3) - lOtl SCAB WITH (3) - IOd TO TOP CHORD S WITH ( X 3') \NAILS (0131' X 3'). ATTACH TO VERTICAL WEB WITH (3) = 10d NAILS (0131' X 3') w w r. r.WW w r rrwrwawr�= �� Eiiiiiiii WTOGINT MITI. A BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK -ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - 10d NAILS (013V. X 3') IN. EACH CHORD , USE METAL FRAMING ATTACH TO VERTICAL L ATTACH TO VERTICAL L ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d TO BOTTOM CHORD NAILS (0131' X 3') NAILS (0131' X 3') TRUSS 2X6 4' - 0' WALL STRONGBACK (TYPICAL SPLICE) I BY OTHERS) ATTACH TO CHORD WITH (2) #12 X 3' WOOD SCREWS (0216' DIA1 INSERT SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENOS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0131' X 3') EQUALLY SPACED. - ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - 10d NAILS (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). BLOCKING (BY OTHERS) 1 FEBRUARY 17, 2017 LATERAL TOE -NAIL DETAIL STDTL11 s - NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45' WITH THE MEMBER AND MUST HAVE FULL W000 SUPPORT (NAIL MUST BE DRIVEN o THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER ENO AS SHOWN). -� "-- ----'2.-THE-ENO DISTANCE, --EDGE -DISTANCE;AND-SPACINGOF-NAILS-SHALL ---- - O BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. A-1 ROOF TRUSSES 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO 4451 ST. LUCIEB S SPECIES FOR MEMBERS OF DIFFERENT SPECIES. FORT PIERCE, FL 34946 772409-1010 TO_E-NAIL SINGLE SHEAR VALUES PER NOS 2001 (LB/NAIL) DIA SP OF HF SPF SPF-S .131 88.0 80.6 69.9 68.4 59.7 o.135 93.5 85.6 74.2 72.6 63.4 J in .162 108.8 99.6 86.4 84.5 73.8 ri .128 74.2 67.9 58.9 57.6 50.3 ce g .131 75.9 69.5 603 59.0 51.1 N .148 111.4 74.5 64.6 63.2 52.5 ri 'VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (0162' DIA. X 35') WITH SPF SPECIES BOTTOM CHORD FOR LOAD DURATION INCREASE OF 115: 3 (NAILS) X 84.5 (LB/NAIL) X 115 (DOL) = 2915 LB MAXIMUM CAPACITY ANGLE MAY VARY FROM 30" TO 60• 45.000 ANGLE MAY VARY FROM 30• TO 60' THIS DETAIL IS ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY. SIDE VIEW (2X3) 2 NAILS NEAR SIDE FvT- NEAR SIDE SIDE VIEW (2X4) 3 NAILS FVFNEAR SIDE NEAR SIDE NEAR SIDE 45.00' SIDE VIEW (2X3) 2 NAILS _ NEAR. SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30' TO 60° 45.000 ., FEBRUARY 17, 2017 1 UPLIFT TOE -NAIL DETAIL 1 STDTL12 A4 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 3494 772-4094010 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. TOE -NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) DIA. SP OF HF SPF SPF-S LD .131 59 46 32 30 20 z J .135 60 48 33 30 20 !7 .162 72 58 39 37 25 2 0 .128 54 42 28 27 19 Z Z —1 .131 55 43 29 28 19 W .148 62 48 34 31 21 -1 L0 J N Q M Z .120 51 39 27 26 17 O Z .128 49 38 26 25 17 O .131 51 39 27 26 17 O M) .148 57 44 31 28 20 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 3D• WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLEVALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TDE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS�(0162' DIA. X 35') WITH SPF SPECIES TOP PLATE FOR WINO DOL OF L33: 3 (NAILS) X 37 (LB/NAIL) X 133 (DOL FOR WIND) = 1413 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND FOR WINO DOL OF 1.60: 3 (NAILS) X 37 (LB/NAIL) X LED (DOL FOR VINO) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LEIS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. *so USE (3) TOE -NAILS ON 2X4 BEARING WALL oe* USE (4) TOE -NAILS ON 2XG BEARING WALL NEAR SIDE FAR S. IE TOP PLATE OF WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY :L NAIL NAIL SIDE VIEW END VIEW FEBRUARY 5, 2016 I TYP W NAILER ATTACHMENT STDTLI3 4 A-1 ROOF TRUSSES 4451 ST. LUCIE SLVD. FORT PIERCE, FL 34946 772-409-1010 l.0 X 4 2x2 NAILER ATTACHMENT GENERAL SFECIFICATIONS - - - -'-- MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 7-10, 29'-0" Mean Height, Exp. B, C or D. TYPICAL ALTERNATE BRACING DETAIL ,April 11, 2016 FO EXTERIOR FLAT GIRDER TRUSS STDTL14 M1 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 (4) 12d - TRUSS 2411 O.C. UPLIFT CONNECTION (SEE ROOF TRUSS) EXTERIOR FLAT GIRDER ' wwaawaq e,byiipwG, m.mtaM.�+m+ � (apPippO AIGA1 12 VARIES (4) 12d MAX 3011 (21-611) 2x6 #2 SP (Both Faces) 2411 O.C. SIMPSON H5 Mthmy T. T=n 111, P.E A 86 "51 St. Wde V1 . Fart PI.,R U946 FEBRUARY 17, 2017 I STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND STDTL15 DAMAGED OR MISSING CHORD SPLICE PLATES . X1 ROOF TRUSSES 44515T. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 TOTAL NUMBER OF NAILS EACH SIDE OF BREAK * X (INCHES) MAXIMUM FORCE (LEIS) 15% LOAD ❑URATION SP OF SPF HF 2X4 2X6 2X4 2K6 2X4 2X6 2X4 2X6 2X4 2X6 20 30 24' 1706 2559 1561 2342 13201960 1352 2028 26 39 30' 2194 3291 2007 3011 1697 2546 1738 2608 32 48 36' 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42' 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48' 3657 5485 3346 5019 2829 4243 2898 4347 • DIVIDEEQUALLYFRONT AND BACK ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH IOd NAILS (TWO ROWS FOR 2X4, THREE ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (131' CIA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' D.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' MEMBER ENO DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C 2 LS,(Ql G F� BREAK ZyQ� • 10d NAILS NEAR SIDE +10d NAILS FAR SIDE TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY 6' MIN THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF S' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE). DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. G. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. PEBRUARY 17, 2017 I SCAB APPLIED OVERHANGS I STDTL16 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 4 TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 115 SPACING: 24' D.C. TOP CHORD: 2X4 OR 2XS PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL ENO BEARING CONDITION NOTES: 1. ATTACH 2X_SCAS (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148' OIA. X 3') SPACED S' O.C. 2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2X SC NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 409 SPACED 24' D.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD LOADS NOT EXCEEDING 50 PSF.' TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES