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Home My WebLink AboutQUALITY TRUSSQa SCANNED FLORIDABy FLORIDAQUALITYTRUSS QUALITy TRUS S 3 6' " 5 3625 PARK CENTRAL BLVD 1K�zg--Ff POMPANO BEACH. FL- 33064 y ROJECT NAME & ADDRESS CITY / �QUNTY =--- - ►�-= - CONTRACTOR / BUILD -ER � , ' - _ __-- __--- MODEL l ELEVATION - LOT / BLOCK JOB # I CA 73 TATE"rN Eki_ certify tls-- (fine engfneereng for the umsses: isted cn the attached sealed index sheet have been designed and checked. at compliance vAth 'he Eloeida Building Code —•20W . 'The trusses liege been designed to provide resistance to grind'and arces as required by the -fallovinn.- provisia_-:s= ROOF TRUSSES l POOR TRUSSES TOP ChMlb LIVE LOAD TOP CHORD LIVE LOAD TOP CHORD DEAD WAD � f TOP CHORE) DEAD LQAII _ BOTYOM CHORD LIVE LOAD BQ7UAffk fl (:j40P 3 UV€ LbAD. BOTTOM MORD DEAD LOAD BBOT-i'QM £HMW DEAD IDAD TOTAL LOAD ; ° 1 TOTAL LOAD n l3e.ilZE-�TIC3l1�.` l=�-.CTi3L� E S DURAMO'� FACTOR WIND ANAL,.iS. ASCE 7 -10 ITO MPH EKPOSURE CATEGORY = C - MEAN ROOF HEIGHT = m 0 - COMPU T EK FROGI ikM USED -FOR DESIGN : ALPINE 7 Utached lsi a index- sheet mbn -Med in accordance wiih Florida Stagy CI.GIS-31_003_ The Pages ra��e��d 11 �ru - a: a photocopies q �_ r d a a s r ir:e: is ss by my. eal, I fie€_��=i��a�-fie 3.)00• HAW- 2 Pad AVE. Su tTE 709 ppChlk I 10M, i713,3431 • �a14888I89ii////A� A� d � a 09 e v AIG o �o 0U c3d lo.§ 1 NO TRUSS W. N Ot A I 411 T 47: TRUSS I.D. t NO NO TRUSS ID 121 �Cl tLR U S,S 161 1 3! i I 1 I 43" 831 1 1231 163: 411. v ('o 44f •841- i 124! 164: 5 1 45; as: — I 125, I . 1 165 46, 86. 9 7i ri\ V Z—o 4711 126 166! 27 —7-- —_r- .1 a-r Q7 48! 88! 128 i 1681. 49 1 129 130 i 1-l! 31 1,32-1 1 -169- 170 17 1721 — 891, so St 91 12l52 '1 -92, S3 93 1331 134l 135l I 11 173., -1.74' 1 175 14 54- S5 , __�914 9S 9S 16 56 96 F1761 F-117 I --r-137 57 97 i 1411 142! 177j 1 .178 179- lao" -181 ; 182 Is: 58 19 59 99 20 so 100 21 6-11 1011 ---140 22 621 23'1 1 1 631- 1031 143t -1451 t • 1461 148! 183; 184; las- 186; 24s j 641, '1041 251 - - 26' 66- 2T! Lt 67 I i 107. 28 681 150 : 190- 191: 7-0!; 71 L 32! TZ: i 1121 152 1 IS3s 192!: 1931 331 73! 113, 34 7 114! - ' 1E4. --4 194! 35' 75 115 iss 195 361 T61 lis - -196 37' 4- TT. 197! 38! 7811 148, 198" 39 i Tq; 119! 59 -199: 40! 80- 1 120 160 -7 200:. ,,0 Ne 4j- 4-. HIMETITMERTUMAY Prl 'o r5,110A FL REG. 0'50109 950'0' N.W2ridz AVE. SUITE 708 BOCA RATON, FL 33431 ..FLO I I II Florida Quality Truss Main Office:772-545-3950 Alt.Ph: - Fax:772-545-3690 I I ,ustomer Information: 11 me: Contact: 0M KRIPPS Fill in later ;I city, State, Zip: Engineering -List Job #: 18282N2 Date: -Project Information: Name: MILLER RES Address: I Region: ST.LUCIE City, State, Zip: sman: Notes: Loading., TC BC !I in later Pgner. LL 30 0 DL 15 10 Engineering List I Nuq. 11 m. Qty Span Description Truss Slope BUT OH - L CANT-L STUB-L Height TC/BC OH - R CANT-R STUB-R 1 6 130-00-00 Al 6.50 2.50 82.00 00-00-00 00-00-00 00-00-00 09-03-08 it 172.2 lbs. each 2x4 / 2X4 492.00 02-09-00 00-00-00 00-00-00 2 1 02-00-00 MV2 6.50 0.00 3.33 00-00-00 00-00-00 00-00-00 01-01-00 7.000 lbs. each 2x4 / 2x4 3.33 00-00-00 00-00-00 00-00-00 3 1 04-00-00 MV4 6.50 0.00 6.67 00-00-00 00-00-00 00-00-00 02-02-00 14.00 lbs. each 2x4 / 2x4 6.67 00-00-00 00-00-00 00-00-00 ;I 4 1 06-00-00 MV6 6.50 0.00 12.00 00-00-00 00-00-00 00-00-00 03-03-00 25.20 lbs. each 2x4 / 2x4 12.00 00-00-00 1 00-00-00 00-00-00 5 1 08-00-00 MV8 6.50 0.00 16.00 00-00-00 00-00-00 00-00-00 04-04-00 33.60 lbs. each 2x4 / 2x4 16.00 00-00-00 00-00-00 00-00-00 6 I 1 10-00-00 MV10 6.50 0.00 22.00 00-00-00 00-00-00 00-00-00 05-05-00 46.20 lbs. each 2X4 / 2x4 22.00 00-00-00 00-00-00 00-00-00 7 1 12-00-09 MV12 6.50 0.00 26.67 00-00-00 00-00-00 00-00-00 06-06-05 56.00 lbs. each 2x4 / 2x4 26.67 00-00-00 00-00-00 00-00-00 Page 1 of 1 JUw.k Ior-0L1YG 7 -%1 Top chord 2x4 SP #2 :T3 20 SP #1 Dense: Bot chord 2x4 SP.#1 Dense Webs 2x4 SP #3 :W7 2x6 SP #2 N::W2 20 SP #2: Bottom chord checked for 10.00 psf non -concurrent rive load. JT PLATE LATERAL CHORD No SIZE SHIFT BITE [11 W4X6 S 1.75 [181 W4X8 2.46 R 1.25 R=1707# U=576# RL-433/-401# W--3"8 (Rigid Surface) THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 4.50 ft from roof edge, RISK CAT It, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psi. GCpl(+/-)=0.18 Word loads and reactions based on MWFRS with additional C&C member design. Deflection meets 1-1360 live and U240 total load. Creep increase factor for dead load Is 2.00. 15' i 15, 30' 1--- 27"5 R=1995# U=688# W=8" (Rigid Surface) IN RIGHT RAKE = 2'11"10 SEQ = 414208 PLT. TYP: WAVE DESIGN CRR=FBC20I7RESffPI2D14FTIRT-2D%(D%)17(D) QTY= 6 TOTAL= 6 REV. 17.02.02C.0211.17 SCALE=0.2500 eeWARNINGIe' READ AND FOLLOW ALL NOTES ON THIS DRAWING[ •'IMPORTANT" FURNIeH THIS DRAWING TO ALLCONTRACTORS INCLUDING THE TC LL 30.Opsf sir INSTALLERS, Tn regAre etwe—oh fabrh9k1g, hand2ng, shipping. WaErg and braft. Refer to.nd REF DATE 07-31-2018 "tea W- U . wear war of BCSI (8.109 OmM-md safety hfarr UM by TPI end wrCA) for safey Fra b— pdar to parme.hg tneae hdrdlan. In5W—ehaa preraete r4.M br.r:ng per SCSI. Uraess noted dh lse, top dmrd.eaa helve pwery duaCKd slnwhaal •h thtg and bmorn chord webs "Mved Y�gl�paBBCCSwcUa E3,B7 BIOn �phttatoeachf TC DL 15.0 Sf p BCDL 10.0psf yr� FLORIDA DRWG af°Y9e•'"pWalon„ahpn,.beaa.pdn-n1--Dafaaadu<d.r o e. d QUALITY TRUSS Refer lodr.whgs ltAA-Zfor-pkndp help of be a. IiW Bumog earpaaala GroIN trn. dtml M be reapo1u19e fararry daahtiorl torn Ud. draih,g, .rq' facia. to buW the true h caiorrnenca MN ANSVlP11, er farh•ndo•g. ahbphg, hmlalafion ------- -- --- -- -- - -_ _--- — -- - -- _-- AwlmtHi drrn4p -- --- -- - - - - BC LL 0.0 Sf TOT:LD.— --=55:OpS :— -- -O/A=L-EN--= =30- - - TEL: (954) 975-3384- -- - FA7C:(954)978-8980� XIS PARK CWMAL BLW. noowr pa7�mta�e�tip,9matn awptrci of potuabnal for Shuchn We* ^'a��/,I e°ai° DUR.FAC. 1.25 JOB#:18282N2 ,1'OMPANOBIiACS,FL33064 F"d'°w'm°B°°°e'u:a)°ntigmur'oteepay°a"dttror°""bues IrvvaC.:r—twbcg.w .TPtww 4 mLerg:wrcA:w Abmauaoy.aan<Icc:w J—afe.ag SPACING 24.0" -[yPE COMN )b:(18282N2) / MV2 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Bottom chord checked for 10.00 psf non -concurrent live load. See DWG VAL180101014 for valley details. PLT. TYP: WAVE FLORMA OUAI.ITY TRUSS ---TEL: (954Y975-33W -- FAX: (954) 978-8980 36M PARK CEMTIIAL BLVD. POMPANO BEAC)3, FL 33064 DESIGN CRIT-IF121CM17RESMI.2014 FDRT-2G%(0%y 1(0) in nWBCG:,w,w.twbcg. : 16'8"2 I,07« 810. M applicable. Apply pldn M eachG Jphe De.- u lesa wdea alhe,wbe. be mpmmble far any de+ldkn Ginn Daa aewhg. ANSOaTPI 1. m fin hmdrrg, *OV, indau0m THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 17.36 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Deflection meets U360 live and 1-/240 total load. Creep increase factor for dead load is 2.00. -2z' MWFRS loads based on trusses located at least 17.36 ft from roof edge. QTY= 1 TOTAL=1 MINGI )ING THE INSTALLERS, ANSMI1802 genad rM. page aM them web ales: WrCA:—. b*d=try.mm: ICC:—I:maf—rg REV. 17.02.02C.0211.17 SEQ = 414211 SCALE=1.0000 TC LL TC DL BC DL BC LL 30.Opsf 15.Opsf 10.0psf 0.0psf REF DATE 0731-2018 DRWG DUR.FAC. 1.25 JOB #: 18282N2 SPACING 24.0" TYPE VAL Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Bottom chord checked for 10.00 psf non -concurrent live load. Defection meets L/360 live and L/240 total load. Creep Increase factor for dead load is 2.00. MWFRS loads based on trusses located at least 16.82 ft. from roof edge. PLT. TYP: WAVE MORMA QUA .XrY TRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3M PARK CL nUl, BLVD. POMPANO BEACH, FL 33064 DESIGN MT•FBC201TRES/rPp2014 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind,16.82 ft mean hgl, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. See DWG VAL180101014 for valley details. QTY= 1 TOTAL= 1 1WIN 11 >INO THE INSTALLERS, 157"2 ss eM ppmmlgiwt sh -ftm anda IlmJontWDetatails,, unless s rdeed. dAitvp.t 9me lh face r Is dmwbvs 16BAZ for standard plate posBbm. J BfsWm9 ComWormfW Grout h1c. sha0 rot 6a respcmEb for any cl lstbn han"dr-". Mud to EUM me mob conf m wAB ANS 11, arfortia".Moping. hn !agsn--- -------- ---- ------------------- -- ---- -- - - - - - -- - - - -- - AUWan Ills drtrMnp arooV.i plip Wl0 ft dmhp, hl]Wn nc.ptn ofW ak bn.1 t.ulnotnpon0tr9Wyfbrftd4W6h L n,.ebit.BDN.m W.aBfNtltmtbp IV Omchn Is t t..poromlry, off. S.0ft Vvsl w px ANSVrPI 1 SM2. mot. in For famedoo—Bislob's genets' stes Page and th— web .1m nWBCG: vA kwbg.cam; TPI, www.tplrmWg; WTCA:—sbtlMU5by.00m; ICC: wr-I=dsWg REV. 17.02.02C.0211.17 SEQ = 414214 SCALE=1.0000 TC LL TC DL BC DL BC LL TOT.L . 30.Opsf 15.0psf 10.0psf 0.0psf 55:Opsf— - REF DATE 07-31-2018 DRWG --a -- 07A -EN DUR.FAC. 1.25 JOB #: 18282N2 SPACING 24.0" -HYPE VAL )b:(18282N2) / MV6 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and L1240 total load. Creep increase factor for dead load is 2.00. MWFRS loads based on trusses located at least 16.28 fL from roof edge. PLT. TYP.-WAVE at IN DESIGN each face THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 16.28 It mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT 11, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. See DWG VAL180101014 for valley details. QTY=1 T0TAL=1 1WINGI )ING THE INSTALLERS. trc101a bunace7 14'6"2 REV. 17.02.02C.0211.17 SEQ = 414217 SCALE=1.0000 TC LL TC DL BC DL BC LL 30.Opsf 15.Opsf 10.0psf O.Opsf REF DATE 07-31-2018 DRWG TEL: (954) 975-3384 -AmImMftftWw pap kftUYdnwtv,k utn=p cfW@MWmW — LJZIV. FAX: (954) 978-8980 I=df%ftnbtrmm*--"4*IU-BWftDIWMP.ANSMII ftFNPal�r�rbfUldw%nzhcI R nw&wmbu4awawrm wrro 1.25 JOB #: 18282N2 3M PARK CENPRAL BLV'D. 8-1 DUR.FAC, POMPANOBEACH FL33064 FamaeMfa aficnmwalob'e9e dnwnpage wWtf ebstes RWBCG:w ..MDcg.=MTPo:www.room.DMWTCA: ...,.aeamaby.�;=:www.awrc." _ (SPACING 24.0" TYPE VAL )0:(1UZUZINIZ) / MVti Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP 93 Bottom chord checked for 10.00 psf non -concurrent five load. Deflection meets 1-1360 rive and U240 total load. Creep increase factor for dead load is 2.00. MWFRS loads based on trusses located at least 15.74 ft. from roof edge. THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 15.74 ft mean hgt. ASCE 7-10, CLOSED bidg, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. See DWG VAL180101014 for valley details. 13'5"2 SEQ = 414220 PLT. TYP: WAVE DESIGN CRT-FBC2017REWI-3)14FTIRT-20%pl%L1(0) QTY= 1 TOTAL= 1 REV. 17.02.02C.0211.17 SCALE=0.7500 "WARNING]" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING TC LL 30.Opsf REF i 'tea us"IMPORTANT" THE INSTALLERS. Trses regWiee>&—cme In fehimiting, haMBg, staPP„g, batasmg and bremg. Refm to androlmw u» hteai CDilpt a Best Maim component sooty Intannatmn, by TPI and WrCA) for Sarety 15.Opsf padkapdm toperamilg them rareioa. In=tama ew provide toom—y erecg per SCSI. urge owed anmwhe, tw load did hm prop" elloched dn,daml wdhag and bottom deed ` e'nr��fwebs MhoehaftInotekddPffSCSI B3.BTorBIgne�h. ench face --^-,-, TC DL BC DL 10.0psf DATE 07-31-2018 FWRMA DRWG U TY TRUSS Q or bum to d position es dcwn ebm and m the add Dells, unless noted dhentm Refer todmwirgalmA-Zfor standard pletepasgfan. rlW BuiabgC poaas +as Gasp In- WW tml be or for My deviation Iran INS drmbg, mry falaeto bull the truss in curdormance wbh ANSViPI 1, forharcotg, sh0pbg, hstala Im aeepmg-mm—.-- -- -- — AsadantNaarw�aeowpaoaBunowod■ m I�uua.eaphna.apor a.wur= -- -- - - - - - -- --- — -- - —_ - - BC LL O.Opsf TOTID. -- — 55.QpSf---= = 0/A L-EN:= 8----- _ =TELr(954)975=3354- — - - DUR.FAC. 1.25 JOB#: 18282N2 FAX: (954)978-8980 AM PARK CFNfML BLVD. Gmb mm /ow'/fbr ad ^0� Too aw"/UAU"oeft dmwk+0 seoR POMPANO BEACH FL33064 >, FamorehfamettonseathIs)obhgenmatWtaPageend these webam: IfWBCG:—It tog.=;TPkv tpkat.on%WrChmw beindueby-4ICC:1Jcx efe.org SPACING 24.0" ITYPE VAL 7D:(lUZUZNL) / MV1U Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets L/360 live and L/240 total load. Creep Increase factor for dead load is 2.00. MWFRS loads based on trusses located at least 15.20 ft. from roof edge. PLT.TYP. WAVE DESIGNCRIT-FBC2017RESRP47e14FDRT-M%(0%y7(0) FLORWA RUALXTY TRUSS TEL: (954) 975-3384 FAX: (954) 979-8980 Dh1PARKCL%MLV BL%'D. POMPANO BEACH, FL 33064 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 15.20 ft mean hgt, ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. See DWG VAL180101014 for valley details. fn ro 12'4"2 U11.5X4 —0 R=114pif U=100plf RL=17/-5plf W=10' (Rigid Surface) QTY= 1 TOTAL= 1 IWINGI )ING THE INSTALLERS. Ib tlrrntr0 scam py(e Wkg lNe dltwrp. VdfaM.uAPlniu efp�churOtl _ ____-_ _ _ , Y ur nyaumuy orna Bemrg Dugir P.riwsvrvl 1 seo.2 Formomhb.Wbieeeftftj.' ge. Mnrage am1OreeenM ata: rrWBCG:—.Mbcg.m 4TPcwxw0hajc WrGI'Ynra.a0dntlusiry.mm; ICC:wNw.kcple.ofg REV. 17.02.02C.0211.17 TC LL 30.Opsf TC DL 15.Opsf BC DL 10.0psf BC LL O.Opsf TOT.M. -- 55.Opsf -- DUR.FAC. 1.25 SPACING 24.0" SEQ = 414223 SCALE=0.5000 REF DATE 07-31-2018 DRWG O/A LER - -i0-== JOB #: 18282N2 TYPE VAL &(18282N2) / MV12 Tap chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 Bottom chord checked for 10.00 psf non concurrent five load. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. MWFRS loads based on trusses located at least 15.00 ft. from roof edge. THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 15.00 ft mean hgL ASCE 7-10, CLOSED bldg, not located within 9.00 ft from roof edge, RISK CAT 11, EXP C, wind TC DL--5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional.CBC member design. Right end vertical not exposed to Wind pressure. See DWG VAL180101014 for valley details. l R=114pif U=100plf RL=171-6pit W=1279 (Rigid Surface) PLT. TYP: WAVE DESIGN CRIT•FBC2017RESnP42114FDRT-20%(0%y1(0) QTY=1 TOTAL=1 aaWARNINGIaa READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, r�lkV, lan0a0. aNDPMB, hstad i; and Mating. Refer to and fi `��' ru tW edwn ofc,r B dding ew safety BGS,P°f pr.d—Pricy b pert—irg t� r—fimu reeWlpr bb I.AWm by Ibrecing per andWTCJU fCSL Urns Wed W—rhe. top dad "hne papery en.chee �u'd aary ft an MW deed shall hove a properly aOarhd rigid adn0. LocaOam Wwvn be ahblennYgs"Ind fwebs pamuneN blend ..� L�-�-�f (^� 1mfT� i'J.et/iWJA TT� 1r �r +�+�pUS Y21JrJL 2 S TRUSS chat have tr.etg tnWama per SCSI .eWem 81, B7 a B10, as epplrabm. Appry phtae to eaoA tse pleteetoeadhi Rdwto&tinpi A-ZfWe baYaeM an Om Joint Deuce, mdeas mte0 clherwme. R 7m�dn� s MUP hr Plate Patten Grave Inc. that rat be respaSVIrPI 1. ar roman ling. Wn rmm vet d anon am/ htme to eumllm auto n cadomarxswylr ANSVTPI 1, u fv hmrm'vg, ahppbg, InWalegmr - - -fEI.:Z9S4)975-3384--- —bbrtagol_brsem_ AawlmubmanVgaoamPe(pgaugwaammp.NmwhaaawpinaotpoMfbtW - FA%:(954)978.8980 angM"taapamm�yaotWy Krum aaagn ahaxn. TRaaubbillyrudtmeefudadmrtg 36M PARK CIMILALBLW. Ibrallay Wuchra YummapammltyofthorlW"DUVWpar11NSVIPI I Saa2 POMPAlYOiTEACfi FL33064 Fermominrmmellonseetitl.b%-..mmopageandth—betes: mvacG:w ..twbcg.cam;TPbwww W=Lmg;Wroawww.ab*Wu*y.o .ICC:w Jc te.mg REV. 17.02.02C.0211.17 SEQ = 414226 SCALE=0.5000 TC LL TIC DL BC DL BC LL TOML=D.. 30.Opsf 15.Opsf 10.Opsf O.Opsf --55:OpSf— — — REF DATE 07-31-2018 DRWG 0/A=L=EN 120009- DUR.FAC. 1.25 JOB #: 18282N2 SPACING 24.0" TYPE VAL ANCHORAGE AND RESTRAINT OF LATERAL BRACING THIS IS A DANGEROUS CONDITION SBEATMG FIG. 1 COMPRESSION WEBS, TO PREVENT THIS \ 1 BEFORE AND AFTER FAILURE, ANCHQ$ 1 11 1 II BUCKLING. I OR RF'.gmenq THE 11I IN 1 I CONTINUOUS LATERAL, BRACING LATERAL BRACING I ! 1 (CLB) MAINTAINS SPACING, BUT USE METHOD SHOWN IN N PI�IMIT9 LATERAL BUCHIIIG FIG. 2, SA & 3B, OR OF ALL WEB MEMBERS AT ANOTHER STRUCTURALLY THE SAME Tw. SOUND 10THOD SPECIFIED BY PROFESSIONAL BEARING FOR TRUSSES ENGINEER OR ARCHITECT. FIG. 2 ANCHORAGE BY B Nn. IN . nESIG TER (OTHER ANCHORAGE PROVISIONS FOR OTHER TYPES OF WALLS). ////-Fm Building Components Group Inc. ANCHORAGE (BY BUILDING DESIGNER) INTO SOLID BLED VATS. — RESTRAINS LATERAL BRACING. THEREBY PREVENTING WEB BUCKLING. CLB COMPRESSION WEB FIG. 3A DIAGONAL RESTRAINT 71YYdit Y. I�IY DBR MAY TRAVERSE MORE THAN TWO TRUSSES, DEPENDING ON TRUSS HEIGHT. --FAS=a- nO AM M10T AM NOM ON $Massa Iamb mlame ear. In fmbAMtler. aaatka. D3 k W. Us tLb lob's dmard mlea pass Jr mma "woman- r= ma can or 7= Dam m DMLU,AM. Dili( Bdidma cempeatml+ oeeup Kea. a7rernl dull Mot bi r.4 say faLma to trdld l!a trot � oeafermauw M T t as tab Lradu d��4al1nrrases, nW=pyV mnaaalot plafa an mach d Pd/l i/`oedm ihla' drardna of tamp to bahiceNt a a."ptann" ape1 fm tf,. tzo. omepon-11 dWan aeons m. -dL b {r aM - THE DRAWMG BELOW (FIG. SB) SHOWS HOW TO RESTRAIN THE CONTINUOUS LATERAL BRACING (CLB —tM). WHEN ANCHORAGE IS NOT AVAILABLE AS SHOWN IN FIG. 2 THE DIAGONAL BRACE RESTRAINT (DBR — .v:,c4') MEMBERS ARE IBM'% THE ENDS OF WHICH ARE ATTACHED TO TOP & BOTTOM CHORDS. THE DIAGONAL BRACE MAY BE ATTACHED. DIRECTLY TO THE CLB OR TO THE WEB OPPOSITE THE CLB. USE THE SAME NAUMG SHOWN IN FIG. SA. FIG. 3B EXAMPLE TRUSSES COMPRESSION WEB, SLOPING OR VERTI( OR WEB NEEDING BRACING. 2X4 #3 OR STUD GRADE DBR NAILED TO OPPOSITE SIDE OF WEB AND REPEATED AT APPROXIMATELY 20 FOOT INTERVALS TO RESIST LATERAL MOVEMENT. ATTACH TO WEBS TM (2) 18d COMMON (0.182- X 3.8'.ION) NAUB. I. m faroBo�ia pew la pdimmloa I. ud... aeled olLenfae, lop ataad all Lase a prepay at a od rldd all ban LraoOK ladaDad par D= GO REF BRACE RESTRAINT DATE 1/1/09 DRWG BRCLBANC0109 gg'a, a.��.�`..1,9 I Trusses' are not marked in any way to identify the frequency oe location of temporary lateral restraints and diagonal bracing. Follow the recommendations for handling, Installing and temporary restraining and bracing of trusses. Refer t61801 Guide to Good Practice for liSfdFT�]h7i:I rK7iilT�l�JSifijra•�.��-�.�y�ayuJ-y� Truss Design Drawings may specify locations of permanent lateral restraint or reinforcement for individual truss members. Refer to the SCSI-B3 Sum mar- Sheet -Permanent Restmint/Brddn. of Chords & Web Members for more information. All other permanent bracing design is the responsibility of the Building Designer. NOTAS GENERALES Los trusses no estan marcados de n!ng6n modo que identifique la frecuencla o localizad6n de restri¢i6n lateral y arriostre diagonal temporales. Use las recomendadones de manejo, instalad6n, restricd6n y arriostre temporal de IDS trusses. Vea el folleto BCSI Guia de Buena PrActica 1111}}Y�Y�:Aurl(ar•.l!�lih1pPC�FY•.�lllr�tl�EFY�.;51�Hi] � I r. Los dibujDs de d!seno de los trusses pueden espedlirar las locallzadones de resWcd6n lateral permanence o refuerzo en los miembr.s Individuales del truss. Vea la hoja resumer BSSL-B3 -_ Restacdbn/Arrlostre Permanente de Cuerdas y Miembros Secundarios pars m6s infornad6n. El resto de los dis as de ariostres permanentes son la resporimbilldad del Disenador del Edifido. Q The consequences of improper handling, erect- ing installing, restraining and bracing can result in'a collapse of the structure, or worse, serious personal injury or death. El resultado de un manejo, levantamiento, lnstalad6n, restricd6n y amsobe incorrecto puede serjla caida de la estructura o a6n pear, heridos o Q! Ba11 pding and truss plates have sharp edges. Wear gloves when handling and safety glasses when cutting banding. Empaques y places de metal tienen hordes ail6dos. Use guantes y lentes protectores cuando torte los empaques. HANDLING - MANEJO 11 Avoid lateral bending. — Evite la flexi6n lateral. C Para 'muses guardados par mar de una semana, cobra los paquetes para prevenir aumento de humedad pero permita venti- Vea can Places de Metal para informadon mbs detallada sobre el manejo y almacenado de los trusses en Area de trabajo. �'!i��'%lo ..ad _ram ! Use special care in Utilice culdado windy weather or especial en dias near power lines ventosos o cerca de and airports. cables elWoos o de aeropuertos. Spreader bar for truss O O ✓-AUse proper rig- Use equipo apropiado ging and hoisting para levantar e equipment improvisar. Do not shore No almacene unbraced bundles verticalmente los upright trusses sueltos. Do not store on No almacene en uneven ground. tierra deslgual. HOISTING RECOMMENDATIONS FOR TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES. QWarning! Don't overload the crane. r iAdvertenda! iNo sobrecarga la gr6a! ® Never use banding alone to lift a bundle. Do not lift a group of Individually banded bundles. Nunca use s6lo los empaques pars levantar un paquete. No levante un grupo de empaques individuales. A single lift point may be used for bundles with trusses up to 45. TWO lift points may be used for bundles with trusses up to 60. Q! Warning! Do not over load supporting Use at least 3 lift points for bundles with structure with truss bundle. trusses greater than 60'. !Advertencial No sobrecargue la estruc Puede usar un solo lugar de levantar para apoyada con el paquete de trusses. paquetes de trusses hasta 45 pies. ! ,( Puede user dos puntos de levantar para Place truss bundles in stable position. paquetes m6s de 60 pies. Puse paquetes de trusses en una posit Use por io menos tres puntos de levantar pare estaNe• paquetes m6s de 60 pies. INSTALLATION QF SINGLE TRUSSES BY HAND INSTALACIUN FOR LA MANO DE TRUSSES INDMDUALES LJ Trusses 20' - Trusses 30' or or less, sup- r less, support at t port at peak. quarter points. Levante Levante de del pica los los cuartos trusses de de tram.los 20 pies o 1��Ieses de sI Trusses up to pimeno. Trusses hasta ple- IOISTING OF SINGLE TRUSSES — LEVANTAMIENTO DE TRUSSES INDMDUr f if Hold each truss In position with the erection equipment until top chord temporary lateral resta.. is installed and the truss is fastened to the bearing points. Sostenga cada truss en posid6n con equipo de gr6a hasta que la restriod6n lateral temporal d cuerda superior este Instaiado y el truss est6 asegurado en los soportes. 0 Waming! Using a single pick -point at the peak can damage the truss. lAdvertenda! El use de un solo lugar para levantar en el pica puede hacer dano al truss. HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES 60' or less RECOMENDACIONES PARA LEVANTAR TRUSSES INDMDUALES Tagiine tress length TRUSSESUPT030' reader bar rnU55PS HIISTA 30 PIES Toaln , T. In Attach Locate Spreader bar 10' O.O. I _ Spreader tar above or sOHbadc max. Imo— ?/3 hers length mad -height I TogOne TRUSSES UP TO SO' TRUSSES HASTA 60 PIES —� I �— Spreader bar P/3 to 314 Muss length e TRUSSES UP TO AND OVER W' —� TRUSSES HAM Y WERE 60 PUS TEMPORARY RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL ® Refer to BCSi-B2 Summary Sheet -Truss Installation & Temporary Restraint/Bradno for more Information. Vea el resumen BCSI B2 - Restricd6n/ Trusses para mAs infornad6n. .(J Locate ground braces for first truss directly in �� ." �, line with all rows of top chord temporary lat- eral restraint (see table in the next column). Coloque los arr!ostres de tierra para el primer truss directamente en linea eon cada una de las files de restricd6n lateral temporal de la cuerda superior (vea la table en la pr6xima column). Do not walk on unbraced trusses. p No camine en trusses sueltos. Brace first truss t— securely before erection of addidi busses. CLB WEB BRACE SUBSTITUTION THIS DETAIL IS TO BE USED WHEN CONTINUOUS LATERAL BRACING (CLB) IS SPECIFIED ON A TRUSS DESIGN BUT AN ALTERNATIVE WEB BRACING METHOD IS DESIRED. NOTES: THIS DETAIL IS ONLY APPLICABLE FOR CHANGING THE SPECIFIED CLB SHOWN ON SINGLE PLY SEALED DESIGNS TO T-BRACING OR SCAB BRACING. ALTERNATIVE BRACING SPECIFIED IN CHART BELOW MAY BE CONSERVATIVE. FOR MINIMUM ALTERNATIVE BRACING, RE -RUN DESIGN WITH APPROPRIATE BRACING. WEB MEMBER SPECIFIED CLB ALTERNATIVE BRACING SIZE BRACING T OR L-BRACE SCAB BRACE 2X3 OR 2X4 1 ROW 2X4 1-2X4 2X3 OR 2X4 2 ROWS 2X8 2-2X4 2X8 1 ROW 2X4 1-2X8 2X8 2 ROWS 2X8 2-2X4(*) 2XB 1 ROW 2X8 1-2X8 2X8 2 ROWS 2X8 2-2X8(*) T-BRACE, L-BRACE AND SCAB BRACE TO BE SAME SPECIES AND GRADE OR BETTER THAN WEB MEMBER UNLESS SPECIFIED OTHERWISE ON ENGINEER'S SEALED DESIGN. (*) CENTER SCAB ON WIDE FACE OF WEB. APPLY (1) SCAB TO EACH FACE OF WEB. «uwmtD� $vta" rage adf rbD 4n � HS k D7. 6w NJ 7ob1 anent maim War for "her btmmdton. "WOMM" }OIn= CWV 0) IZm D®Drt SD DtlfatL2W COND1aCM Buadln Components Group Inc. 7ff "°� OrMP 1ao. �) WAD net b r�n�bl. tw. D W laDlrm b bofld ?L trwA m mdormaner DDL TH. w 1r5t4er Bare. MMCG mnnwtw plat" an =a& of ➢Opa/laGt, (VA C. ataaL AV* plat" to "oh two of bu% petitioned " obr >. e�w�d. m rman.ex,ENb°0'�ed"u•.�i�,rdnn,t D AND 101 l All NMO ON atrem "an In tabrleaUtr. and T—BRACING OR T-BRACE L—BRACING: on L-BR APPLY TO EITHER SIDE OF WEB NARROW FACE. ATTACH WITH 10d BOX OR GUN (0.128 x 3.",MIN) NAILS . AT B" O.C. BRACE IS A MINII M 807OF WEB MEMBER LENGTH ACE T-BRACE L-BRACE SCAB BRACING: APPLY SCAB(S) TO WIDE FACE OF WEB. NO MORE THAN (1) SCAB PER FACE. ATTACH WITH 10d BOX OR GUN (0.128"x 3.",MDQ) NAILS. AT B" O:C. BRACE IS A MINIMUM BOX OF WEB MEMBER LENGTH SCAB BRACE 7 /Z Ada to nd tell". TC LL PSF REF CLB SUBST. r to Wrtemiaa step a°°"' TC DL PSF DATE 1/1/09 '�' BC DL PSF DRWG BRCLBSUB0109 f=a tbla dam, BC LL PSF 1. bmt-ulax Am Pau 37/40/80 TOT. LD. PSF d an Joint Dolan. ; bwdma la w DUR FAGr- - -- - - - - --- _- - - -- - — Earth City. MO 63045 7— Rrattnoa•eooe; 7rrt aaV VIOL— RCA• as Abdndadry,o = ICI: •ar<.temet&-s _ 1 SPACDJG