The URL can be used to link to this page

Home My WebLink AboutTruss18'10" R=11341 U=380# RL=253/ W=T (Rigid Surface) N R=1109;# U=4421 W=8^ (Rigid Surface) R-9101 U-M# W-r �. (Rigid Sr m) 2' �J A9 A9 r� Q 2' .4 1'8"8 1'8" 12'8" Q 9' 5"7 IN Q IN 3/4„ 2 vlL2 Q CANTILEVER BEAM TOP C 12'-0" BOT rein. CC 11- O" R-11M "x .. (15B M-) 6 ,n —97 NOTICE Field Bracing is not the responsibility of the truss nor , ner fabricator, truss designer, ' " late manufacturer. Persons 13 8 13 g p erecting trusses are cautioned to seek professional advice regarding erection bracing which is always required to prevent toppling and dominoing during erection, and permanent bracing which may be required in specific applications. Trusses shall be erected and fastened in a straight and plumb position.- When no sheathing is applied FOR PLYWOOD SHEETING directly to the top chords, they shall be braced at 24" max. Where no rigidceiling is applied directly to the bottom chords, they shall be braced at 6'-0 o.c. max. Trusses shall be handled with reasonable care' during erection to prevent excessive damage or personal injury: See Engineering for connections, nailing schedules, etc. j NOTE: Labeling trusses is a service, not a requirement. Engineered drawings' supercede labeling of trusses. It is the responsibility of the builder to utilize engineered drawings when erecting trusses. Girder truss to girder truss connections which exceed the capacity of a standard hanger or truss to wall connections are the responsibility of the builder. GENERAL NOTES 1. TRUSSES SPACED 24" ON CENTER, U.O.N. 2 ALL WALL, BEAM & COLUMN MOUNTED TRUSS HANGERSBYBUILDER 3. SOME DOWN FRAMING BY BUILDER. 4. SOME VALLEY FRAMING BY BUILDER. 5. BOT.= BOTTOM OF TRUSS FROM ELEV, 0'-0" NOTICE: PLEASE CONTACT F.Q.T. PRIOR TO ANY ALTERATION OF TRUSSES PROVIDED BY US.> F.Q.T. WILL NOT BE RESPONSIBLE FOR ANY TRUSS CUT OR ALTERED WITHOUT PRIOR WRITTEN AUTHORIZATION 2' 2' WIND SPEED: 170 MPH TYPE: MWFRS 2' DESIGN CRITERIA: ASCE 7/10 2' CATEGORY: 2 EXPOSURE: C ROOF LOADS FLOOR LOADS TCLL: 21) TCLL: 40 Cp TCDL 15; TCDL: 10 BCLL: BCLL: 0 BCDL: 10 BCDL: 5 �. CC) 55 TOTAL: 55 \y ALLOWABLE L25 ALLOWABLE 1.00 'mac INCREASE INCREASE Q DEFLECTION 360 40 DEFLECTION 360/240 a o ooao DLO"IDA QI UALITY TRUSS Q TEL: (954) 975-3384 FAX: (954) 978-8980 3635 PARK CENTRAL BLVD POMPANO BEACH, FL. 33064 I II SHOP DFRAWING - APFF:OVAL THIS DRAWING ! IS THE SOLE SOURCE FOR FABRICATION OF TRUSSES AND - VOIDS ALL PREVIOUS ARCHITECTURAL OR OTHER LAYOUTS. APPROVAL OF THIS LAYOUT IS NECESSARY BEFORE ANY WORK CAN BE DONE. PLEASE VERIFY AND/OR INDICATE TRUSS PLACEMENT, DIRECTIONS, DIMENSIONS, BEARING CONDITIONS, PITCHES, SHAPES, OVERHANGS. CHIMNEY, APPROVE CUPOLA CUPOLA LOADS AND C NNECTIVR BE ^rRUSSLAYOUTONLY j SUPPLIED BY A OF R / 20 ``A4AliHll�r,griy,�' ,�`��C ARETT T ''1.ICFjy/ yAR 016279 ,p •, y 2828 N 38 TH AVE Approved By: Date F ? „ CUSTOMER: ' oRioa ... �� ,.�, P A U L '�� /y ••` _:G,tc,4'�N�` BATE:. O7 O7 20 REN BY JUL 14 = 'rrrrrp� II q�%� % — — FRANKO UrlI,st NA CHARETTE RES. SAIES 13' 1 "9 9�IY PORT ST. LUCIE PAGE: ca NTY MARTIN 1 OF 2 LOT/BIod( DWG N0. 633 SE HIDDEN. MR DRIVE 20185 FLORIDA ram= tB54) Bs4 FAX= C954.). 'a 'oun.Ird:TKAME8A0pR�5 fi_ylc IUNTY CONR 1 BUILOER QUALITY TRUSS 5625 PARK CENT'RAL. B[.VP N. POMPANO 13HACH K 88064 PH0NE :(954)9Y5 3384 t~AM95400990 S NJ LoT«LOCK l V.F M EL / ELEVATION JOB 0 1 for the trusses fisted on the attached sealed Index sheet hava6een designed 1 STATEMENT ; Icer[ify that the engineartng Code .20t7 the trusses have been designed topCo s resistance and checked foreomplianee with the Florida Uuilding rovisions . to wind and forces as rewired by the failovmg p FLUoR TRUSSES ;TRUSS LOADING CODITION ROOF TRUSSES TOP CHORD LIVE LOAD Top CHORD DEAD LOAD SOTTOM CHORD WE LOAD / � - DoTfoM CHORD DEAD LOAD Torac. LOAD CHARETT INT. ARCH URATIoN !ACTOR ! AR 0016279 ASCE r--10 M H 828 N 38 TH AVE WIND ANALYSIS HOLLYWOOD ,FL 3302-1 C--It I EXPOSURE OATAGORY r Roof HEIGHT .ALPINE COMPUTER PROGRAM USED FOR ESiGN : e 6gGi5! 3i.003 the pages numh�l 1 thru 22 Attched 6 a [ndwsheet submittedin accordance VA(h plonda St stu Eness by my sea(. [ Hereby !)8ditythai[te abode are phot000ples of the original des n and approved by a and belief information is true and correct to the best of my knoviedg NUMAN DEMIRAL, P.E. FL. REG. #87425 3625 PARK CENTRAL BLVD. NORTH POMPANO BEACH, FL 33064 OPP iq�� M1i1111/f�, �` \ MAN D,6, ® 8742 o S - °•<®RIDA , • �r JUL 14 20 t O N N N CAI Lp N m N N OD N r O N Y M r M M M,e v coM in M r CD coM 1.— C?7 OD M CA M O v r v CV v M v v i!) v co `d' 1-- v m v O v O LO Q 1 I 1 1 � -1 f 1 i i N i M -f' its co m m m CD O O r O N O ce5 O `¢f' O if) O CD O h O m O O O O r r r CAI r M' t- �i' Vr 1 m %- m t- 1` r m Nr O r O N` r r t- r r r Y r r Y r • � I t I fn f I � 1 m NMcr (D (D co (D mtimrnorNM (D o o o h I*-1� J� I` uooi`aornOYNMV,nm�mtoO 1` I� 1� 1� J� O O co co, co m CO co co mO I f ' � 1 I O r M N M � M coco `CN tf� cocoM m m' coco O O V r V N v M v d' v Ifs v (D d' ti t m d' CA Nh O O 1 r 1 In C�1' 1A M. Lfi.i d' 1A to - CD IS 1� m iA CA O CD z i ! fAQ1 fY 1 r6 f t 1 W - r !z N c4 d' 1Q (D 1 1- co I m o r r r- 'N Y e0 Y It rir + LD (D• Yir CO Y to r O N r N N N m `N F V, f N to jj NIN (D 1- N co N O N a i ce)1 i 1 , 1 \vaoi39�9E9aidii!lBsd�e co Sp4gGG89Mt'944Q°.@ ' z J LO J` m i LLn EI. r� •1— U LU M 'a u m 00 leo z�Z Ln z LL. M <L Florida Quality Truss Main Office:772-545-3950 Alt.Ph: - Fax:772-545-3690 �`�r�fmm�r Infnrm�finn• Name: Contact: PAUL' Fill in later Address: Salesman: Notes: House Account Designer. FRANKO Engineering -List Job #: 20185 Date: Project Information: Name: CHARETTE RES. Address: 633 SE HIDDEN RIVER DRIVE City, State, Zip: PORT ST. LUCIE, FL 34983 Region: ` MARTIN Loading: TC BC LL 0 0 DL 0 0 Engineering List Seq. Num. Qty Span Description Truss Slope TC/BC BDFT OH - L OH - R CANT-L CANT-R STUB-L STUB-R Height 1 I 9 30-00-00 131 0 lbs. each 5.18 0.00 2x4 / 2x5 0.00 0.00 01-00-00 01-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00=00 2 5 30-00-00 B2 0 lbs. each 5.18 0.00. 2X4 / 2x5 0.00 0.00 01-00-00 01-00-00 00-00-00 00-03-00 00-00-00 00-00-00 00-00-00 3 3 30-00-00 B3 o lbs. each 4.05 0.00 2X4 / 2x5 0.00 0.00 01-00-00 01-00-00 08-08-00 00-00-00 00-00-00 00-00-00 00-00-00 4 I 1 17-04-03 FGK 2 -Ply 0 lbs. each 0.00 0.00 2x5 2x6 / 0.00 0.00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 5 1 10-10-13 FGB 2 -Ply o lbs. each 0.00 0.00 2x5 / 2x6 0.00 0.00 00-00-00 00-00-00 00-00-00 00-00-13 00-00-00 00-00-00 00-00-00 6 4 22-11-03 E1 o lbs. each i. 0.00 0.00 2x4 / 2x5 0.00 0.00 01-00-00 01-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 7 1 22-11-03 E2 O lbs. each 0.00 0.00 2x4 / 2X5 0.00 0.00 01-00-00 01-00-00 00-08-00 00-00-00 00-00-00 00-00-00 00-00-00 8 1 22-11-03 E3 0 lbs. each 0.00 0.00 2x4 / 2x5 0.00 0.00 01-00-00 01-00-00 01-01-08 00-00-00 00-00-00 00-00-00 00-00-00 9 1 22-11-03 E4 o lbs. each 0.00 0.00 2X4 / 2x5 0.00 0.00 01-00-00 01-00-00 04-01-10 00-00-00 00-00-00 00-00-00 00-00-00 10 1 22-11-03 E5 0 lbs. each 0.00 .0.00 2x4 / 2X5 0.00 0.00 01-00-00 01-00-00 04-09-01 00-00-00 00-00-00 00-00-00 00-00-00 11 I 1 22-11-03 E6 o lbs. each 0.00 0.00 2X4 / 2X5 0.00 0.00 01-00-00 01-00-00 05-04-08 00-00-00 00-00-00 00-00-00 00-00-00 12 4 16-08-00 K1 I 0 lbs. each 3.21 0.00 2X4 / 2X5 0.00 0.00 01-00-00 01-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 13 2 16-08-00 K2 o Ibs, each 3.21 0.00 2X4 / 2X5 0.00 0.00 01-00-00 01-00-00 00-00-00 00-03-12 00-00-00 00-00-00 00-00-00 14 7 16-08-00 K3 o lbs. each 3.21 0.00 2x4 / 2X5 0.00 0.00 01-00-00 01-00-00 00-00-00 00-03-12 00-00-00 00-00-00 00-00-00 15 I 7 18-05-06 Al 0 lbs. each 4.66 0.00 2x4 / 2X5 0.00 0.00 01-00-00 01-00-00 00-00-00 00-00-00 00-00-00 00-00-00 00-00-00 Page l of 2 Engineering List Seq. MY Span Description Truss Slope BUT OH - L CANT-L STUB&L Height Num. TC/BC OH - R CANT-R STUB-R 16 1 18-05-06 A2G 4.66 0.00 0.00 01-00-00 00-10-11 00-00-00 00-00-00 2 -Ply 0 Ibs. each 2x4 / 2x4 0.00 01-00-00 00-00-00 00-00 00 17 3 18-05-06 A3 4.66 0.00 0.00 01-00-00 00-00-00 00-00-00 00-00-00 o Ibs. each 2x4 / 2x5 0.00 01-00-00 00-0-4-00 00-00-00 18 3 18-05-06 A4 4.66 0.00 0.00 01-00-00 00-00-00 00-00-00 00-00-00 o Ibs, each 2x4 / 2x5 0.00 01-00-00 00-0-4-00 00-00-00 19 3 18-05-06 A5 4.66 0.00 0.00 01-00-00 00-00-00 •00-00-00 00-00-00 0 Ibs. each 2x4 / 2x5 0.00 01-00-00 03-03-06 00-00-00 20 1 18-05-06 A6 3.99 0.00 0.00 01-00-00 00-00-00 00-00-00 00-00-00 0 Ibs. each 2x4 / 2x5 0.00 01-00-00 03-03-06 00-00-00 21 1 18-05-06 A7 2.71 0.00 0.00 01-00-00 00-00-00 00-00-00 00-00-00 0 Ibs. each 2x4 / 2x5 0.00 01-00-00 03-0.3-06 00-00-00 22 4 13-04-00 A9 3.48 0.00 0.00 01-00-00 00-00-00 00-00-00 00-00-00 0 Ibs. each 2x4 / 2x5 0.00 01-00-00 00-00-00 00-00-00 Page 2 of 2 Top chord 2x4 SP #2 Bot chord 2x4 SP SS :B1 2x4 SP #1 Dense: Webs 2x4 SP #3 :W9 2x6 SP #2 N: (a) Continuous lateral restraint equally spaced on member. Or 1x4 #3SRB SPF-S or better -r reinforcement. 80% length of web member. Attached with 8d Box or Gun (0.113"4.5",min.)nails @ 6" oc. Truss passed check for 20 psf additional bottom chord live load in areas with 42%high x 24"-wide clearance. Bottom chord checked for 10.00 psf non -concurrent live load. JT PLATE LATERAL CHORD No SIZE SHIFT BITE [24] W3X5 2.75 R 1.25 [28] W1.5X4 S 2.25 [29] W3X5 1.25 R 3.00 P . 5'2"2 5'4"2 i 65,11 30, THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 24.49 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. Right end vertical not exposed to wind pressure. (b) Continuous lateral restraint equally spaced on member. Or 2x4 #3 or better "T' reinforcement. 80% length of web member. Attached with 16d Box or Gun (0.135"x3.5",min.)nails @ 6" oc. Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 2.00. 5'6"12 1 577 + 2'913— 1 0.98 12 1.97 12 m3X5(R)[291 R=1778# U=926# RL=498# W=8" R=1783# U=1041# W=8" (Rigid Surface) _ (Rigid Surface) LEFT RAKE = 1'1 "1 PLT. TYP: WAVE DESIGN CRn=FSC2017REWPI-2014 "WARNIN01•• RE 1 •'IMPORTANT'• FURNISI Trusxs requtre exlr scare in fahrkaftV fog- the Wast ed5m.f BCSI(B m9 Ca piortnpadamtrg these furiaiona. FLOPLIDA rPf�yq�r QUALITY IRUS "hmaMPedyaRauasidgidadag. L shall have iaersg GuteAM per SCSI section Of R.f. end .op1nes-harm a.I dpt m Karma drawing-1SOA.Z for etap1 pWa RW Budding Care a buss Group Irc. shs0 arb.*V to ft ld the tnua Lromfamancer 6 Assal�4nifta* Mrp— TEL: (954) 975-3384 FAX: (954) 978-8980 • Vh-tngnapaWb0yad-ykrV dnq .16M PARK Ckh-MALBLVD. for MY ahuctua is on nap MN4 al"B POMPANO BEACH, FL 33064 F.—Inf. IiWBDG.v A b Assn;" 1(0) QTY= 9 TOTAL= 9 REV. 17.02.02C.0211.17 LOW ALL NOTES ON THIS DRAWIN01 NO TO ALL CONTRACTORS INCLUDING THE INSTALLERS. TC LL 20.Opsf ir.tallinbPPCA) e�" y�°H hegaPmd TC DL 15.Opsf wc MWerald"f BC DL 10.Opsf Wcablee. aschface Jess noled athe ise. SC LL 10.0psf or yae�mnrremw-aa"ng, TOT.LD. 55.0 sf P AANNSVTPI II S..2 DUR.FAC. 1.25 °C'-a�aanCJ� fV — -SPACING-24:0" SEQ = 321376 SCALE=0.2500 REF DATE 07-14-2020. DRWG O/A LEN. 30 JOB #: 20185 TYPE MONO v.tc f u< Top chord 2x4 SP #2 Bot chord 2x4 SP SS :B1 2x4 SP #1 Dense: Webs 2x4 SP #3 :W9 2x6 SP #2 N: (b) Continuous lateral restraint equally spaced on member. Or 1x4 #3SRB SPF-S or better "T" reinforcement. 80 % length of web member. Attached with 8d Box or Gun (0. 1 13"x2.5",min.)nails @ 6" oc. Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Bottom chord checked for 10.00 psf non -concurrent live load. JT PLATE LATERAL CHORD No SIZE SHIFT BITE [241 W3X5 2.75 R 1.25 [29] W3X5 1.25 R 3.00 THIS U1NG. PREPAREU BY I lit ALPINt JUtd UtSIGNER PRUGRAM FROM TRUSS WITS LAYOUT 170 mph wind, 24.49 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. n Right end vertical not exposed to wind pressure. / -- (a) Continuous lateral restraint equally spaced on member. Or 2x4 #3 or better "T' reinforcement. 80% length of web member. Attached with 16d Box or Gun (0.135"x3.5",min.)nails @ 6" oc. Deflection meets U360 live and U240 total load. Creep increase factor for dead load Is 2.00. Provide hanger or special connection at right end of truss for 1788 Ibs. f 52"2 V4"2 + &5"11 + 66"12 VT 7 2'6"13 --�{ 0.98 12 v 29'9" R=1767# U=920# RL=498# W=8" (Rigid Surface) LEFT RAKE = 111 1.97 0 R=1788# U=1047# r: m i� SEQ = 321384 PLT. TYP.-WAVE DESIGN CRIT=F8C2017RESYTPI-2114Fr1RT=20%(0%)11(0) QTY= 5 TOTAL= 5 REV. 17.02.02C.0211.17 SCALE=0.2500 ••WARNINGI•• READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, TC LL 20.Opsf REF �„t?'•,�'®T` �� ._�'(-.y7��`"� Y'LVJL�J.V� QUALITY TRUSS Triases regime mmema wafnfatrFa&p, haad<v9.PM0,9oM beern,g. Refata erd fouawthelateste6gonofSCSI(BLn1dVCanpa+•mSafetrw�ua,,byTPIandWTCA)fasafmr P. pert e—� the these fundstoll ve l�ta• w P—• ter"aarY braem per BCSI. � I. sha0 havee properly amrhed rigid ceft.lncaP Ohms shv far perr—era Lateral rrestrai"t olwebs ana na•a.aaaplmacaaper SCSI seal�B3.B7a1310.asappr�. Ap*plates toeach face afmrs9andpos brasslawnana"s"wthe Jawoelaas,adessneedotherwise. Re<alaaa«op,I zfaamrmarapwaPasaana. rrw BL"M Canpae ds Grasp tK, shall rat be responsible for any deviation frorr Bib d-ft, my faarae to Inad me balsa h mrdamarcewith ANStrrPI 1, a for hardiN, shipping, hntal Lion shracbvc4arnses. Aawlm WadmMngamva pogo YgNp Od•drrw7rp, hdlatn aaaphna ofpmfaalaW '"g�•d^G�aPma�laddYraMadatpnallvvn 7haaaHa6rtyandwalWadravAre �a"Yu^ oar.rM..PanmoeyorB.eaemgw.ywp.raNsurPlts.c2 For r"'ewarnar-seeftoe'"ge-al"aespage aMthese websba' nWBCG:w Awxg—,TPI:www pmuag,wrcn—swrmastry.san:ICC:—Ioesafe.ag \ TC DL 15.0psf BC DL 10.Opsf BC LL 10.Opsf TOT.LD. 55.Opsf DATE 07-14-2020 DRWG O/A LEN. 30 TEL. (954) 975-3384 FAX: (954) 978-8980 3WIPARl CEN-rn LDIM). PObiPA1VOHEACH s. FL DUR.FAC. 1.25 JOB #: 20185 SPACING 24.0" TYPE MONO JVu. tGV Ioul r DJ Top chord 2x4 SP #2 Bot chord 2x4 SP SS Webs 2x4 SP #3 :W1, W9 2x6 SP #2 N: End verticals not exposed to wind pressure. Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance Deflection meets L/360 live and U240 total load. Creep increase factor for dead load is 2.00. 4.0 R=1287# U=699# RL=270# W=8" (Rigid Surface) LEFT RAKE = 117 PLT. TYP: WAVE FLOP)DA QUALITYTRUSS TEL: (954) 975-3384 FAX: (954) 978-8980 3W PARK CEN-ML BLVD. POMPANO BEACH, FL 33064 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 26.25 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. (a) Continuous lateral restraint equally spaced on member. Bottom chord checked for 10.00 psf non -concurrent live load. JT PLATE LATERAL CHORD No SIZE SHIFT BITE [4] W3X5 S 3.00 [21] W1.5X4 S 2.25 [22] W3X5 S 3.00 56"12 + 57"7 2'9"13 0.98 12 1.97 12 DESIGN CRIT=FBC2017RESRPI.2014 FT/RT-2%(0%)11(0) QTY= 3 TOTAL= 3 W �Po^�'iOl whNtorOn dulgn dlve+L T..hb0yuM—.ftI"dmft t-Is0r1•spa aayof0r B.mv N.s wpwANsvrpii Sr..2. Fa asxe mfmma60n sca 9 isW- general Idea page and These web ales: rf WBCG: wnwYwbcy.cvn: TPI: wxx.lp'eutag; WTCA: wiwtbudustry.cmG ICC:wrx 1 1 R=1297# U=833# W=8" (Rigid Surface) SEQ = 321379 REV. 17.02.02C.0211.17 SCALE=0.2500 TC ILL 20,Opsf TC DL 15.Opsf BC DL 10.Opsf BC LL 10.Opsf TOT.LD. 55.Opsf REF DATE 07-14-2020 DRWG O/A LEN. 30 DURYAC. 1.25 JOB #: 20185 SPACING 24.0" TYPE MONO i • r vv.tc.v lvv/ y r%3r% Top chord 2x4 SP #2 Bot chord 2x6 SP #2 N Webs 2x4 SP #3 :W1 2x6 SP #2 N::W2 2x4 SP #2: Special loads -(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25) TC: From 35 pif at 0.00 to 35 pif at 17.35 BC: From 20 pif at 0.46 to 20 plf at 17.35 BC: 996.52 lb Conc. Load at 1.58, 3.5B, 4.62, 6.62 8.62,10.62,12.62,14.62.16.62 End verticals not exposed to wind pressure. Truss must be installed as shown with top chord up. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. 1 1 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 2 Complete Trusses Required Nail Schedule:0.128"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 2 Rows @ 6.00" o.c. (Each Row) Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. 170 mph wind, 26.92 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. Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 2.00. JT PLATE LATERAL CHORD No SIZE SHIFT BITE [1] W3X6 1.75 R 1.50 [ 4] W4X5 1.50 R 2.00 [19] W4X5 2.25 R 1.75 [20] W4X5 1.75 R 1.25 n113jill =471b -3X4 101.5X4 a5X6 -W e4X5 11105 R 2C W2 W1 1\=11\Vl VI V VXB 104X5(R)[4] =4X5 im8X8 m;V4 ' 4X5 N4X5(R)[19] -4X5 L 1T43 N1 I-- re•1s �- z' --- TOT-}-- -- z ---- 2 ---}-- z --- 2 --f -- 2' --#� 2 --j e•1�I f797f l397 897/ 997 0471 897 B97/ 8W 847/ R=487D# U=2979# W=8• R=5044# U=3080# W=8" (Rigid Surface) {Rigid Surface) PLT. TYP.-WAVE .� • "ems~ � �""�„ FLOR A QUALITY TRUSS TEL" (954) 975-3384 - FAX: (954) 978-8980 ,W PART: CF -ri pt.VD. PONWANO BEACH, FL 33064 DESIGN CRR=FBC7017RE5RPF4014FT/RT=M%(O%YI(0) QTY= 1 PLIES= 2 TOTAL= 2 ••WARNINGI•• READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, 'roam regame mdrena ran llatrimtihg, haM6rg. di4Wb9.6anPahg and bredng. Rdertoend She tata-A ed6on Of BCSI (BWda 3 Componerd Safety Wwration, by Tor and wrCA) for safely . ebcaa ON to Puto-Ig these f - bo-. lafe m shar provide temporary bradrtg Per BCSI. M bed olhmrse, rap chord ehen have pepedy adzded Wuchual sheaih@q and bcaan dived dhmapopadyatntlndrigaceMm. Location slpwrlforpei-em nlenlmshaintefwela 7 have brackg Intellect per BCSI sections B3, B7 or BID, as applicable. Appiy.pnne n each fee f md-I ISOMZ�ata�Mard W Post Dears, hmtess ihded olMmsse. }faRmtto9G�the Inmmmra vidhAANSIrte �Pli.wf.r haWirg,ionlrom uio dren4g. nfmg dlaaes. 'rag. shpNrg.IslaOaBon A 6W on this dm,4p crob a page getlg this dmdng, kWWa eoceptuha dpmbubrW mY tAlmpornwmMnay 4dtm BWftsl.TMeu;wANS TPII mZ dnvAnp Wlehuchgeblan neparnb®ydtM Bte91p WslplvperANSVfPI15en7. Forngro kdamation sea Ihh jhb'a yenenl notes page erd 0reseweb odes: nWBCG.ww,v.Hwbei; oorn; TPl: wv #bAffg; WrCA wvvwabdndhatry. ;ICC:w JKade.org REV. 17.02.02C.0211.17 TC LL 20.Opsf TC DL 15.Opsf BC DL _10.0psf BC LL 10.Opsf TOT.LD. 55.Opsf DUR.FAC. 1.25 SPACING 24.0" SEQ'= 321371 SCALE=0.3750 REF DATE 07-14-2020 DRWG O/A LEN. 170403 JOB #: 20185 TYPE MONO THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 7U:(LV tOA) i rutd Top chard 2x4 SP #2 Bot chord 2x6 SP #2 N Webs 2x4 SP #3 :W7 2x6 SP #2 N: Special loads, —(Lumber Dur.Fac.=1.25 / Plate Dur.Fac =1.25) TC: From 70 plf at 0.00 to 70 pif at 10.84 BC: From 40 plf at 0.00 to 40 plf at 10.84 BC: 1788.00 lb Cone. Load at 2.00, 4.00. 6.00, 7.00 9.00 170 mph wind, 27.80 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. End verticals not exposed to wind pressure. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets U360 five and U240 total load. Creep increase factor for dead load is 2.00. Truss must be installed as shown with top chord up. JT PLATE LATERAL CHORD No SIZE SHIFT BITE [ 0] W4X8 S 1.50 [ 11 W3X6 S 4.75 [ 51 W4X8 . S 2.50 [ 81 W4X8 S 1.50 [ 9] W3X6 S 4.75 111 X8 R 0 0 m iLl ' m i 2 Complete Trusses Required Nail Schedule:0.128"x3", min. nails Top Chord: 1 Row @12.00",o.c. Bot Chord: 2 Rows @ 3.50" D.C. (Each Row) Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing 1114X8 R 8I W1 119— 1114X10(R) 94X6[5) 1114X10(R) g X6[1) to in" 1113X� N1 s) 17M 77 i t76ee iT j 178a# R=4916# U=3133# W=6"9 R=5216# U=3324# W=91 (Rigid Surface) (Rigid Surface) SEQ = 321425 PLT. TYP: WAVE DESIGNCRIT=FBC20I7RESITPI-2D14FF/Rr=2VW )11(0) QTY= 1 PLIES= 2 TOTAL= 2 REV. 17.02.02C.0211.17 SCALE=0.2500 -WARNING[** READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. TC LL 20.Opsf REF J I Trnasas nenpdre extreme mre (nrabrimYmg. hareQ'g. slipping, bmtaMn and b achv. Refmto eM faMwlhebdesteddimdSCSI(6uNegC—pondtSardyWmrarm,byTPlandWTCA)fmsdely TC DL 15.0 sf ar" �'..,`.' M.Me �p�g p DATE o7-to-2o20 ' �RIDA ,iopanad anra.�a'n�p Im si, ma1 °auh��*eawd admd e"csI °B3 e"1o`�°w `w"e. `eaa"`�r BC DL 10.Opsf �g"°P°wiza"ae ei A�"pPyp dlm1s. dpmL mcuddeeaM ,e. DRWG QUATATY TRUSS WAZeftmnhrneaMmllreJmdl)ems. Rdm to dnaMngs 160AZfmatandI platepm be NW Butob build ft mtan=fIK ara0 hhen WPI 1, a f.Im anyarg. onhmnIh6 Gaw'u9. edy feLum to Odd the truss in cantGmupmrancewLh ANSUfPl1, mfm harnBsq, °hipping unstaLaben bmeLV of o BC LL 10.Opsf TOT.LD. 55.Opsf TEL: O/A LEN. 101013 (954) FAX: (954) 978-8980 xaspnaeeen-nlacSUM. amWMdddw4p mapgeg,aaphnn apMusms Th.eA b2y.ddmaftt"d.rft ftrmy9--hnetmmw.RityoftmBt fto.*wwANslrrPlts.a2 DUR.FAC. 1.25 JOB #: 20185 PONIVANOBEACH, FL33064 Fm—Id—tim°°tH.W,gma,WW.pprd'he° .bSiteA nWBCG:v Awbcg.cm5 TPtw jpffi tM: WrCA www.sb*wusby.w ICC: wwvluaafe.mg SPACING 24.0" TYPE FLAT —I, . I —1 1 c I Top chord 2x4 SP #2 Bat chord 2x4 SP #1 Dense Webs 2x4 SP #3 :W1 2x6 SP #2 N: Left'end vertical not exposed to wind pressure. Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 2.00 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 22.69 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. Bottom chord checked for 10.00 psf non -concurrent live load. JT PLATE LATERAL CHORD No SIZE SHIFT BITE [ 41 W3X5 S 3.00 [8] W3X8 2.75 L 1.25 2-1"5 `}' 4'2"90.s7 �{ 476 '{' 4'2"l 4'1"l1 -1 4'1"3 0 0 1.14 0 1.71 W3X9(H)[4) 22'11"3 R=1310# U=726# RL=210# W=8" (Rigid Surface) R=1367# U=711# W=8" (Rigid Surface) T P T14 RIGHT RAKE = 1'0"5 SEQ = 321392 PLT. TYP: WAVE DESIGN CRR=FBC2017RESMPI-2014FURT�A%(0%yt(0) QTY= 4 TOTAL= 4 REV. 17.02.02C.0211.17 SCALE=0.2500 ••WARNINGI•• READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, TC LL 20.Opsf_ REF � I Twaea rrquue eamme car iofabrkateig.harrdm',Wipft.hsta&gend�g. Referroand folowtherarest eddion of BCSI M MCanponent Seftly Irdmnatiml, by TPI and WTCA) faeafery TC DL 15.Opsf DATE 07-14-2020 UUrdm PW edd Wrolenv4se op ddwd eha hms Mperly ambWsb empaa,yw+aepa ecsi. "�"�"and ��' DRWG FLOIZII3A shay havocpmpdy etlodxd rigidoesr9.-03.Bs shamfa peewnele W p W.tofww a ,road taw sban��vedating esdgedpaecstandoaeea67aBakunlepeoted BC DL 10.Opsf QUALITY TRUSS tmvk "ferto dposBionaadfordabm ..d dp a tneaoadDe�m.a�anaedahmwa. pwiW. Refer to 150A-Z faaeup!nd shag ITW=togildthe NsCarpnnshagrld torespowbb for anydeviagmfrom Gasdroning. any a��d urm mmnfomarcawdh ANSllrPl t, afahand<mg, ahippirg, hutagallon ln— A Wmth%dmv'a or— pg. 6WpMhdit,Indlad.—pt-0pM WrW BC LL 10.Opsf TOT.LD. 55.Opsf O/ALEN. 221103 TFL: (954) 975-3384 FAX: (954) 978-8980 xasennscerrnA�n�.n./tin.pwwmmydlh.Buum.gD..g..p.rANsurPlts.ga Th..w.hlgy.M—df *.Ing DUR.FAC. 1.25 JOB #:20185 POMPANO BEACH, FL 330fi4 For mere infmwfnn see IhujWs general notes page and the -web sites: frnBCG.www.arbag.can,TPI:—tpmawg;WTCA-'—ab�,aw.aan:loo:—I..araag SPACING 24.0" TYPE MONO r .. JUU.kZU 100) / CL THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #2 Bot chord 2x4 SP SS :B2 2x4 SP #1 Dense: Webs 2x4 SP #3 :W1 2x6 SP #2 N: Left end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non -concurrent live load 170 mph wind, 22.69 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(+/-)=0.16 Wind loads and reactions based on MWFRS with additional C&C member design. Left cantilever is exposed to wind Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 2.00. 2-0-9 -}- 12 479 h 4'2'64'2'1 4'1'11 —r— a "3 �{ 0.57 12 0 1.14 a 1.71 22'3"3 1'0"12 22'107 - R=1367# U=784# RL=210# W=8" (Rigid Surface) 1' R=1314# U=680# W=8" (Rigid Surface) RIGHT RAKE = 1'0"5 SEQ = 321406 PLT. TYP-WAVE DESIGN CRIT-FBC2017RES"1-2014FTIRT=A%(D%yt(C) QTY= 1 TOTAL= 1 REV. 17.02.02C.0211.17 SCALE=0.2500 -WARNINGI" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, TC LL 20.Opsf REF Tnas°e °mero-oInfabdwt ag,ha+C+g. V,Iwa�Sand bawy. Refcroand -.grFlandwrca)raarey 15.Opsf U notae�edm.wBosl(BwamgCon�emsararlM I✓n priortopedan3lgthesefial boom InsWmdseIx�eWpw yWdrgperSCSI. unes,nm°doum sa.top d-dsh.]t—prpedyavaa,°aswa wsr at" Wbmaedbd b. n�I''aaebe InsaoW BCSue�uBB.aa da ,mfor .gyp ®e TCDL BC DL pS DATE 07-14-2020 �`L03t�A DRWG Tr y�P t��jy� UA�.•i i litU S� °f Na�md pm3ion..t—oW..d m V. hW Ddals.-I.. noted athmvae. R"a'°dn ,lsoA-zferdardudpUeprsib myBadogcanam rdsGrsr,pIx"naberesponi*1e;Zdr—Ganhse-bg. arty fW=b bald IMhw In cordenn with ANSVrPI 1, or for Iw�o1g. eloppbg, installation dftofb—. A m Mh M.Mt or—ptiph g thftAp, ir.[Wae°°ptr-ofp uW W BC LL 10.0psf TOT.LD. 55.0 sf P O/A LEN. 221103 TfL:(954)975-3384 DUR.FAC. 1.25 JOB#: 20185 - FAX: (954) 978-8980 MM PARK CEN-MAL 111.". `ngb..dro..ao.mrey.d.Iyrorg.dwgnshomnest&hWmdm ditdr.wmo for ury.tluaw YtM tapwum4lyottM BWWry oulpiu pvANSIRPIt Seat. PONWANO BEACH, FL 33064 vBCG:wFuawbog .co K TPI: wa Out.0 g°wVTCA: to w1,ciredasby—;wIOmG:sdesw: .-ae.g SPACING 24.0 ITYPE MONO r JUU. tLU 10U/ / CJ THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #2 Rot chord 2x4 SP #1 Dense Webs 2x4 SP #3 :Wt 2x6 SP #2 N: :W2, W4 2x4 SP #1 Dense: Left end vertical not exposed to wind pressure. Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 2.00 PLT. TYP: WAVE 170 mph wind, 22.69 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. Left cantilever is exposed to wind Bottom chord checked for 10.00 psf non -concurrent live load. �-- 2-0"9 + 412"9 476 + 4711 + 41"11 4'1 °3 0 0.57 12 1.14 0 1.71 1'0-12 HL =Y 22'107 i 1 R=847# U=561# RL=210# W=8" R=1223# U=632# W=8° (Rigid Surface) (Rigid Surface) R=813# U=315# W=8° (Rigid Surface) ]FLOR1DA QUALITY TRUSS TEL: (954) 975-3394 FAX: (954) 978-8980 3635 PART: M—MAL BLVD. POMPANO BEACH, FL 33064 DESIGN CRR=FBC2017RESlTPI-2014 Fr/RT--M%(G%y 1(0) QTY= 1 TOTAL= 1 MNGI DING THE INSTALLERS. 9xrB's rgd cEtlmg. Inaag gt Tor Permanent Were)tesbmWcf Mobs ng 4otered per BCSI sed'ons BT, B7 or B10, es app3cable. Apply plates to eadn fare Abe as sllosn above a dan 1heJand Details, wiles riled dMMi- . A 1 WA-2 far standard pitch position. :anpmedaGmip4w steal nd be respa-N. for eery deviation 1. win thm drag. an Id 0ta terns in wdmnarKewdhANSVfPI 1, or for hdling, dipping, bnatalation his drawing or Cover PP hft ft dmrAng. htAatw —PW-dprd—W W pons�Y.aaiytortM d.qn a)laMn Viesubb®ysndmofftdmMg s Is tM rseponsbMy dDm BuMm Dedplwp&rANSVTPl1 Ssa2 Fv—b —Ib n sae MiWs geroral rotes page end these web sLn: rTWBCG: wvw.iebcg.asq TPL•MMw.tpinstarg; WTCII Mxw.sbehdrntry.eon; ICC: Mwn.:x+efnog RIGHT RAKE = 1'0"5 SEQ = 321410 REV. 17.02.02C.0211.17 SCALE=0.2500 TC LL TC DL BC DL BC LL TOT.LD. 20.Opsf 15.Opsf 10.Opsf 10.Opsf 55.Opsf REF DATE 07-14-2020 DRWG O/A LEN. 221103 DUR.FAC. 1.25 JOB #: 20185 SPACING 24z, TYPE MONO JVV.LGV IOU) y CY Top chord 2x4 SP #2 Bot chord 2x4 SP #1 Dense . Webs 2x4 SP #3 :W1 2x6 SP #2 N: Left end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non -concurrent live load. JT PLATE LATERAL CHORD No SIZE SHIFT BITE [ 81 W3X5 S 1.75 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 22.69 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP C, wind TIC 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. Left cantilever is exposed to wind Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 2.00. L) {�-2'0'9 4'2"9 1 476 { 4'2.1 + 41"11 } 4'1'3—�} a 0.57 0 1.14 0 1.71 --4'0"14 — { 18'9"9 121 22'107 1, R=1616# U=10619 RL=2109 W=8' R=11629 U=549# W=8" (Rigid Surface) (Rigid Surface) RIGHT RAKE = 1'0"5 SEQ = 321415 PLT.TYP.-WAVE DESIGN CRIT=FBC2017RESrrPF20I4FTIRT-O%(D%y1(B) QTY= 1 TOTAL= 1 REV. 17.02.02C.0211.17 SCALE=0.2500 "WARNINGI-READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. TC LL 20.Opsf REF Twsn regime edrm. roam rabr aft harAUV. WOWM, bmtaR Nerd b—Im. RefnN and Sd�"W�''byTPIw'Wr�fm"``" �„�� .-"�`� ••° BCSL to perf—f�ftLt��fBCSl� prBclla. .r bv these fmciom. Inst0m; chat pmvide lempo.ry 1,1-4v per p Lr&—.leda .ise. lop d-d.hal have properly&D d.a&-h.W a.Wa Vaud bdt- -a TC DL 15.0 Sf P DATE 07-14-2020 DRWG I jj �(� ^�`' A 1W have a prapedy shaded rigidm5rg. L.ocad�Shea°f>pm, mttalemlmwa:imvee° abet have 6rem,gklddW per SCSI sectime B3. B7m010, m appNrable. Apply plate° to each face BC DL 10.Opsf QUALITY TRUSS "'r— dposta asalwmebmand mMeJoWDeladv,wimndW t-Mm. RdWdrew'vg.I-Zfmd-dadp61epo.b—. rrw ewemg cm,per,e ere Gru,p Ir=..nag not be rosp—Ne Ix my dat aem from "drawing, amyfalumtoobuildthehum In adpnnarceedh ANSVTPI 1. m tar hmanV, shopbg,:utaDation BC LL 10.Opsf TOT.LD. 55.Opsf 221103 TL+I.:(954)975-3384 Awlmthhdmx4pa°°wp.NaAaWptllhdm1hp,bdlnMwppturwdpmhWond O/A LEN. , FAX: (954) 978-8980 " 3635PARK Ce,rRALRLVD. anNlnaaft-P.Wb1kyW*f°rd.d.*nWl Th—bbolymcl mdMd.*q I DUR.FAC. 1.25 JOB#:20.185 PONWANOBEACH, FL33064 I7WBCG:w AwF«ww bcg-m TPI:#rAarg; WTCA:vmasbvdudry.-n; ICC: vm Jxsde.orN SPACING 24.0" �pE MONO )DUL1165) / Lb Top chord 2x4 SP #2 Bot chord 2x4 SP #1 Dense Webs 2x4 SP #3 :W1 2x6 SP #2 N: Left end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non -concurrent live load. JT PLATE LATERAL CHORD No SIZE SHIFT BITE 181 W3X5 S 1.75 191 W3X4 2.25 R 1.25 W THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 22.69 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. Left cantilever is exposed to wind Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 2.00. • 0 z0.9 12 42.9 476 471 4'1"11-- —4'1"3 �{ zz:1 0.57 12 0 1.14 a 1.71 =jxt'ttst R=1673# U=1121# RL=210# W=8" (Rigid Surface) 22'10"7 1&2"2 t 1' t R=1057# U=521# W=8" (Rigid Surface) T TO r,a RIGHT RAKE = 1'0"5 PLT. TYP: WAVE DESIGN ORrr=cecmnResrrP zm<I uRr-20wc0wu+c0l SEQ = 321419 QTY= 1 TOTAL= 1 REV. 17.02.02C.0211.17 SCALE=0.2500 "WARNINGI" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS,' TC LL 20.Opsf REF Tr,asea ngwe amarw are m/abiwig, handfvq.slgp'v,g. intarMandhoeM. Refertoand rao�n�r�,ad� r&gthad sha Porto perlammgBuse"hay. TC DL 15.Opsf +°""''�"'��7�.. Unlm wy yW *VWBCSI. Uallh—nless noted dhawLse. top Ropedyabd*dw{detamporuy Waand Worn DATE 07-14-2020 DRWG L'LORMA °W('�'eBhamg yettadred BCSiseg I.oB3,07 BIO.m pp5c rdlateral *pWemlMveh attachdiadaharM. Lo abode lwen.Mr pennaaleMathalrandhoalwabs esbeach race tr—endand BC DL 10.0psf QUALITY TRUSS pn�.-"'—.1— and on the Jed Ddah unees nold ol)-ws�e. Rtlertodraw sa,saA-Zforstm=platepoeaions. RNI BuMme Con pone is Group Ina. aW not he responsatie for my dmiation from This d avMg. any faa� torvoft ldthe NasboademwrsWhANSU(Plt,otrertarrdlvq,et�pog,h¢Uaatla, sl�A-Wonn.ae' Aa"ImWsdmdngamrrgge6Wgtldsdtndtp,hrmutsaaaoaptettwdpMwktul BC LL 10.Opsf TOT.LD. 55.0 Sf p TEL:(954)975�384 O/A LEN. 221103 FAX: (954) 978-8980 ' 363SPARK CIfh7BALBLVD. lh.we,mayedmolMdrKAV for my bwhnddo responsbUyofftOddIrgD"4naIwANSIRPI,Sae3. DUR.FAC. 1.25 JOB #:20185 YObWYANO BEACH, FL 33064 For n am e hdaallon see g )Ws general notes page and these vsh saes: ITWBCG: raw(xg.eam;TPcv""".'pm°.°g.WTCk- bordestrycorn; lec—merl=saleag SPACING 24.0" TYPE MONO LV Top chord 2x4 SP #2 Bot chord 2x4 SP #1 Dense Webs 2x4 SP #3 :W1 2x6 SP #2 N: Left end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non -concurrent live load. JT PLATE LATERAL CHORD No SIZE SHIFT BITE (2] W1.5X4 S 2.25 PLT. TYP: WAVE THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind: 22.69 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 CSC member design. Left cantilever is exposed to wind Deflection meets U360 live and L/240 total load. Creep increase factor for dead load is 2.00. 2-0-9 4'02"9 -- W76 �— 4'2"l + 4'1"11 �{ NV3 0.57 — 1.14 a 1.71 =3X4 5'3"12 } 1T6"11 I0"121 22'10"7 1' R=1734# U=1184# RL=-210# W=8" R=1011# U=498# W=8" (Rigid Surface) (Rigid Surface) FLORMA QUALITY TRUSS t TEL: (954) 975-3384 FAX: (954) 978-8980 " :WIS PARRCEsi MAL BLVD. PObfPANO MEACH, FL 33064 DESIGN CRIT=FBC20t7RESrrPI.2014 QTY= 1 TOTAL= 1 . NINGI IDINO THE INSTALLERS, mup Iro. ehal-not ber WZN8 fin any dermuon Gam Otis&"&V —femmn:e.1h ANSUfP11, o for haMag, W*pbV, Wla bon lyfrffl.delanaM n TMsuhbA9y.ndu"of0ti.dmi-q .m&yolth.BumpD-avn p.rANSVrPl16w2 Fw—k.f—d- soe 0iujob'a g.-W rot" page.td pee web.bn: YAwbcg.aan: TPI:~ tpbal.a0: WTCAwrwA—dustry.e :ICC: xw I. fe.mg RIGHT RAKE = 1'0"5 SEQ = 321422 REV. 17.02.02C.0211.17 SCALE=0.2500 TC LL TC DL BC DL BC LL TOT.LD. 20.Opsf 15.0psf 10.0psf 10.Opsf 55.Opsf REF DATE 07-14-2020 DRWG O/A LEN. 221103 DUR.FAC. 1.25 JOB #: 20185 SPACING 24.0" TYPE MONO VVV.\GV IOU/ 1 r%1 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W1, W9 2x6 SP #2 N: Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 2.00. I- 379 1. 3'8"4 �-1'---� R=995# U=531# RL=184# W=8" (Rigid Surface) THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 23.92 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. ell Right end vertical not exposed to wind pressure. JT PLATE LATERAL CHORD No SIZE SHIFT BITE [21] W1.5X4 S 2.25 [23] W3X5 S 3.00 0.79 12 1.58 v 1' —+{ R=990# U=594# W=8" (Rigid Surface) LEFT RAKE = 1'1 "3 SEQ = 321343 PLT. TYP: WAVE DESIGN CRR=FBC2017RESMI-7014 FTIRT-20*0 )f I(0) QTY= 4 TOTAL= 4 REV. 17.02.02C.0211.17 SCALE=0.3750 "WARNING]" READ AND FOLLOW ALL NOTES ON THIS DRAWING] "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING. THE INSTALLERS, TIC LL 20.Opsf REF �+ TMaes require adn -o ears in fahrimfm0, hardlrg, a 0pl g, bwta0ng and bracing. Rotor to and folow0e Wed Mahn of BCS1(B"M CoM-4 SoGly hdonwtioq by TPl end wrCA) fa®fety . 15.Opsf xadvsprior topeIlartmgtheserincfi .InstiletcdWprnidetenpararybaebgperBCSL Unksa rolM dhmv[sa, lop drad elan haw properly anarhM abud-A sheathing and bottom dwd alai law aprgieedyanadxdrigidaimg. LocoWm t fmpnmenaalalerWre*aWafweba Mal law hraeing kml per BCSI eediaa B3. B7 or B4O, as applic9le. Apply plates to ewh reoe TCDL BC DL 10.Opsf DATE 07-14-2020 T�•s ,tea FLORMA DRWG QUA-LITY'ITRUSS .of todmsings .0 forNbm plate 11A o Refertsandpwao,asahawabawema p-1j.Joint xa3a. -less MedaOrcnwa. nw Buadag C4npareNs Gm Inn. Nat not be responsible for any d—fio nfrom Iles drawug. 6 Mfaib ofhrasea. tn—wlnomfamarcaw3h ANSUTPI1.afah-,rg.Mippog.bulal b. Awl mthb draaAngamwr pga latlrg tNa dnwhg, tndlata.capr naapmfwlata BC LL 10.Opsf TOT.LD. 55.Opsf O/A LEN. 160800 TEL: (954) 975-3384 DUR.FAC. 1.25 JOB #: 20185 FAX: (954) 979-8980 363SrARACII M%LBLvn. armbwtrgm&p &X1yaddyfaBrdrgn9w Thvjhbmyudu ditdmAV fhrmyabcbmi tMmp n.Uydm.BlamngouVwpuANSUTPllsaps POMFANOBEACH FL33064 f Fmm inf"ra'i°"aaal'is age'ardrwteapmeandthmmbaaea: IrWBCG: wxw3wRgmn; TPl:—Jphslag: wTCA wuw. badusby... ICC:ws Je-oleorg SPACING 24.0" . �ypE MONO JOD:(ZUl 00) / r%Z THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP 92 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W1, W9 2x6 SP #2 N: Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 2.00 170 mph wind, 23.92 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. Right end vertical not exposed to wind pressure. JT PLATE LATERAL CHORD No SIZE SHIFT BITE [231 W3X5 S 3.00 Provide hanger or special connection at right end of truss for 997 Ibs 379 0.79 12 3'8"4 3'8"11 1'6"13—�. 1.58 12 R=980# U=522# RL=184# W=9" (Rigid Surface) LEFT RAKE = 1'1"3 PLT. TYP: WAVE FLORIDA QUALITY TRUSS TEL: (954) 975-3394 FAX: (954) 97&8980 X3S PABKCTh-ML BLVD. POMPANO BEACH, FL 33064 DESIGN CRIT-FBC2D17RESfrPI.2014 QTY= 2 TOTAL= 2 MNGI IDINO THE INSTALLERS, ng aomgeg PP+tlG61 aCCeeln &l, 67>91g, es appgoabb. APPIY Pietea to eaeh face Llm as shoes above and an ma Jobd Dd h. unless Idea otherwise. ga 160A Z f—u lard plate peed —. Comp — this drd*�V, as sbIn �anftearce"wa ANSUbe TPp I1 wfm ha d5n any b"ste*g. knnWabon �dr.wirlpxmvarpapa germ tlds araxtrm.Irdlalas aepsparnadpnfaskrW P�a ft msoNylgr ddsslgn MD.TMs WANandusedthh dnwfrq � h tlr napau� dMa BuOdUq Dwmea puANSIRPI 16.2 Fa more infer maws Iliolob'e general notes page end grew web odes: nwSCG..—A-bm—c TPI: rxnvtp4ot.mg; MCA.,—.bdrd,aby—:ICC: www.iasafe.ag 1-3"12 R=997# U=608# REV. 17.02.02C.0211.17 SEQ = 321348 SCALE=0.3750 TC LL TC DL BC DL BC LL TOT.LD. 20.Opsf 15.0psf 10.0psf 10.Opsf 55.Opsf REF DATE 07-14-2020 DRWG O/A LEN. 160800 DUR.FAC. 1.25 JOB #: 20185 SPACING 24.0" TYPE MONO J UU: LUIoc)) y ma Top chord 2x4 SP #2 Bol chord 2x4 SP #2 Webs 2x4 SP #3 :W1, W3, W10 2x6 SP #2 N: 170 mph wind, 23.92It 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 Bottom chord checked for 10.00 psf non -concurrent live load. JT PLATE LATERAL CHORD No SIZE SHIFT BITE [ 4] W3X5 S 3.00 [33] W3X5 S 3.00 E 37"9 3'8"4 F' 3'8"11 1.58 12 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT All plates are 4X5(R) except as noted. (-) 2 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. of Wind loads and reactions based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 2.00. Provide hanger or special connection at right end of truss for 997 lbs. 0.79 12 �1r7" ii 1T4"_ 1i 1 ._..I �,... 174 1-3.12 R=980# U=522# RL=184# W=a" R=997# U=60B# (Rigid Surface) LEFT RAKE = 1'1 "3 PLT. TYP: WAVE DESIGN CRIT-FBC2017RESrrPI-2014FTIRT M%(0%y1(0) QTY= 7 TOTAL= 7 REV. 17.02.02C.0211.17 SEQ = 321353 SCALE=0.3750 "WARNINGI" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. TC LL 20.Opsf REF t ,. roT—reBi asbtreeoareinfabrkatinp,ham6ip.sh4Om.kmtaTMambacbv Refer to am PactaspmbpadanNnBhesefandvs IaaBoredWpovdetmryaayTPiaW brednppvBfer C51safely uale�aaedaw�„�a.�Pchard anannma�aan„aaa�aaela«>�.I,aaa,fi,Beaenaae�aaoea, ahaIIhavea,�,fal�a',I�'ae1.,.a�m sh, fa��aadalaleWmawaf,ba guOhavebraftbsslaMd Per SCSIsecU aB3,B7aB10,uoppG hie. Applyptaleatoeachface TCDL BC DL 15.0 sf p 10.Opsf DATE 07-14-2020 .�. FY,ORMA DRWG QUALITY TRUSSt afmaaamposkm wEha�ab-,andwtheJawDawu,wessnotedameaie. Rderl, d—V, 1b71A2 for ata derd plate pzlma. RW Bu�d'uq Ceniporrerb Group Im. eteA not be mponaaie for my deviation frem Mia drdMV enyfa�aeb tr, the ahmeln mdomurcevNh ANSI/rPi 1, ar for hamting, ahippop,bda0aoon a .IWmftda.wbVwv p.plditUd.mreitq,kidk* ampt.naorPloa..ion.t BC LL TOT.Lp. 10.Opsf 55.Opsf 0/A LEN. lsoaoo TEL:(954)975-3384 DU R.FAC. 1.25 JOB #: 20185 FAX: (954) 978-8980 36M PARK CENTRAL BLVD. ro<� wnma ,1B. .d.yro a.d.I�Hn.htmm ib..ultab®yama..at1d d t. I.worl.mmt7 onM B.Qft D..gn.r p.ANSVrP11 S.o.7. FONIFANO BEACH, FL 33064 Fwmoa wm� on eeetwpb's oeneat rcdea papa em uasaweb aces: RWSCG:—,AwEeg.mn;TPI:www.Vvaarp; wTCA www.ab-Austry.mn; ICC: w kmfe.org SPACING 24.0" TYPE MONO )D:(ZUI6b) / Al Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W9 2x6 SP #2 N: Bottom chord checked for 10.OD psf non -concurrent live load. Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 2.00. C1 � N flyV 1 1N 1 1 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, 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 addiflonal C&C member design. ttt� Right end vertical not exposed to Wind pressure. JT PLATE LATERAL CHORD No SIZE SHIFT BITE 1271 W3X5 S 3.00 I. 2'11"14--+1-3'0"8 + 3'1"1 V119 18'S"6 I-- 1' --1 R=1110# U=371# RL=251# W=8" (Rigid Surface) 2.09 v 3'0"7 1.49 v R=1090# U=436# W=8" (Rigid Surface) LEFT RAKE = 1'014 RIGHT RAKE = 1'0"14 SEQ = 321312 PLT. TYP: WAVE 0ESIGNCRfr=F8C2017RES9PF2014FTMTIO%(09fy1(0) QTY= 7 TOTAL= 7 REV. 17.02.02C.0211.17 SCALE=0.3750 -WARNINGI- READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. TIC LL 20.Opsf REF eld— ai Tncses lest e M of ram (BLM alin9, IwnS fiPPm9m H�%by TPI rednp. GA)ReferfW end r`Dow n' `:reeabnwBcsaaafurxtk— °�`nsm`al��um,,ny 15.Opsf ybrad gj-BCrear`Y Ur ed ropd-d wh—propedymbd d-bl tu�all��BCSL eOadcdripa aTaq. lnationa stosn far pemrared�csI rreaLaihddwe� d shall t.relxacnpnsb0edpe,SCSI seclms83,B7erS10,asepp bie. Applypalestaeazhlxe TIC DL BC DL 10.0psf DATE 07-14-2020 �Y FLORIDAWharespmpedy I� DRWG QUALITY TRUSS mtnraand�dbnaed�« ftJoW aaa.une�endeddt.�,e. Refer b dmeinps 1fi0A-Z for d pbte posG4n , BOLL 10.Opsf I DN1BWditrp Cempatrenle Group Incshal rot totespon1..1.h deriadon Imm Ore drrb- * Ur Y tabs' b hWd Ors hrav in wdormarce wIIrANSOfPl1, m far hum g. slippug, iataQabm O/A LEN. 180506 TEL: (954) 975-3384 bbecbVofb�. Ass4.ftdn t tattle59NObft ,h atnmapt—dpV—IwW TOT.LD. 55.0 Sf P DUR.FAC. 1.25 JOB #: 20185 FAX:(954)978-8980 3W3 PARK CINrRAL rILVD. Um retMPdl�Y.d.Hie"1"dealpil.hism'rh—fthllyarduudlhhdrrvAtp Iv . muptro. blM u.puumlay.0. Bull tp owp. par ANSVrPI l Saa2 1'Ob1PANOBEACFI,PL33064 ,,wB�G,„,„ �° #ka g;WrCWas °,b�� .I" C:—j ,d.M SPACING 24.0" TYPE MONO ju.(cu I oa/ r /1Gv Top chord 2x4 SP #2 Bot chord 2x4 SP #2 :B3 2x6 SP #2 N: Webs 2x4 SP 43 :W2, W13 2x6 SP #2 N: :W3 2x4 SP SS: Special loads -(Lumber Dur.Fac. 1.25 / Plate Dur.Fac.=1.25) TC: From 72 plf at -0.81 to 72 plf at .1.29 TC: From 72 plf at 1.29 to 72 plf at 4.34 TC: From 71 plf at 4.34 to 71 plf at 7.43 TC: From- 71 plf at 7.43 to 71 plf at 10.56 TC: From 70 plf at 10.56 to 70 plf at 13.72 TC: From 70 pif at 13.72 to 70 pif at 17.75 BC: From 40 plf at 0.00 to 40 plf at 16.69 BC: From 4 pif at 16.75 to 4 plf at 17.75 PLB: 646.00 lb Conc. Load at ( 6.36,13.37) PLB: 250.00 lb Conc. Load at (11.19,13.37) 4.61 1.49 v 2'1"3-� -3'0"8 1 3-1"1- 1 3'1"9-+-�'1"15 1 3-0-7-�{ 2.09 v 2.7112 v N3X5(R)1411 1T6"12 -I 169" - - 1-1 �{ {^- V4"4 ---j- 410"1 5W �{ 6468 xsOd R=1421# U=501# RL=201# W=17 R=1405# U=519# W=8" (Rigid Surface) (Rigid Surface) i 1 THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUI 2 Complete Trusses Required F_�� Nail Schedule:0.128"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. All plates are 1.5X4 except as noted. (") 1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. 170 mph wind, 15.00 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. Right end vertical not exposed to wind pressure. 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. JT PLATE LATERAL CHORD Page overflow in note placement. (RdNol) RIGHT RAKE = 1'0"14 SEQ = 321314 PLT. TYP: WAVE DESIGN CRIT-FBC2017REWPI-2014Fr1RT=20%(0%y1(0) QTY= 1 PLIES= 2 TOTAL= 2 REV. 17.02.02C.0211.17 SCALE=0.1875 "WARNING[- READ AND FOLLOW ALL NOTES ON THIS DRAWING[ 20.0. Sf y "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, _ TC P LL REF DATE 07-14-2020 Tnrsaea egfte,beme-ihfabrl.l ,h..MV.dwPwh,.hdePcgadla2cing. Refwmerd fo0"w Um Wed e0m of SCSI(Bildo9 Cwnpmwd Saf* Infom SM by TPI and WTCA) fm safely TCDL 15.Opsf yt-�'•"s.• .•" �'^'�A pedceepriortopemrtr&vde furtEma.Inetage hdprvidet ebradrgper BCSI. UNesa rated dhenvisa, top dud ehal hm pWMy �shead*d strWwW Nn and ballam d-d r-�p-s�Tr� FLORMA ahalhaveapraperlyeBadhedrigidm'f g. lneatimualmanfwpemranamlateralnetraWofw.ba BC DL 10.Opsf DRWG QUALITY TRUSS aha,hawblac$ kmWedper BCSIcediww B3,B7wB10,aeapprrable. Applyplalwtoeachface of I - and pndion u ehwm above end m 0® JoN Detach, hadm noted dhoroiu. Rmve�ce16aA.Z.A.W pW. a, �ttefwanydeda6mrmmBdadawi,, �Molo= the bhw In wxdwhhance wBh ANSVTPil,wfwha.ft,Mfpp ,k kgatlon ArNmlhl.G.wYpwwmrpe- hUl,thbdmM,, 1ndk Ix,-=ptu dpmfwd n-I rdgiMda,lMPmlhEYyada)yfafBad"I,rlahq Tl.wbb�yaA-ofMBdrw*4 - BCLL 10.Opsf TOT.LD. 55.0 Sf P O/A LEN. 180506 TEL: (954) 975-3384 FAX:(954)978-8980 1.25 fwlmy WldwahtMruporo@,9ydtM B.➢ Ug Dinar AN6ItTPI 16an2 DUR.FAC. JOB #:20185 • 36M PARR CEIM%L TOM. -• POINIVANOBEACH,FL33064 par _"`wTPI: e4"m=;WTCA: Wsbdrdusby' Y1M 11WBCG: vnwv.Hwbgmm;TPl: wvnvtr7nsl.wp; WfCA:www.abWdudry.cwn; ICC: www.izsafe.w, SPACING 24.0" TYPE MONO a r a J0D:tZU1tr0) r H3 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :Wg 2x6 SP #2 N: Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 2.00. 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, 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. JT PLATE LATERAL CHORD No SIZE SHIFT BITE ]27] W3X5 S 3.00 i . 2'11"14 1- 3'o"8 3'1"1 3'1"8 3'1"15 -}- 3'5"1 18,10" E-- r —{ R=1131# U=379# RL=2-rV W=8" (Rigid Surface) 2.09 12 1.49 R=1113# U=444# W=B" (Rigid Surface) LEFT RAKE = 1'0"14 RIGHT RAKE = 1'0"14 SEQ = 321326 PLT. TYP: WAVE DESIGN CRri'mMD17RESRP42014FnRT-,MW%yl(0) QTY= 3 TOTAL= 3 REV. 17.02.02C.0211.17 SCALE=0.3750 eeWARNINOPe READ AND FOLLOW ALL NOTES ON THIS DRAWINGI 'IMPORTANT'* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, TC LL 20.Opsf REF Tnasea rfW E-of care(BLWwVt'wp—,oq,emfdyInf yTPIa d9. Wd 9 rmowue e-1. � �recsi m,mcsargprmldamnpmwy aaawrca)ra.aray TC DL 15.Opsf DATE- 07-14-2020 l—tia— unlm Meted othv i.rs � dwd ah4 have popery ah W dual 9-thMg M bWman d-d DRWG FT.ORMA shaAhawepopwyet drigidreSup. rn .dn fxpemw—dla al —la of ab. andhaw brarigtnstaoed pw BCSIsec6aw B3.B7wB10.eaeppfcWb Apply plalesloewhfa BC DL 10.0psf QUALITY T]EtUSS °rwssaadpmmo61kZlw tardudae.am.tims. ad.unNs.admauemsa. Refw to drewinps 160A-Z fwdardwd pale psdim.. RWBudda,ajd .tr.In I=sWnotbere.p=W0f—ydm4aionfree Odadraw'N, Byfaif dMnac lrus. ktcwdonnarre rb ANSVfPI 1. w Ia hen MM. d4oV, bmt.&Wn A..deaw.m.,�n,« p.,.ed.n,w.d ,,,lnm�d....e.pl nadpre,„dmw BC LL 10.Opsf TOT.LD. 55.Opsf O/A LEN. 180506 TEL: (954) 975-3384 DUR.FAC. 1.25 JOB #:20185 FAX: (954) 978-8980 )eu rAa1: cm-rnAf. B1 w. lMdukn.hw Tltdrubbmywduurfthladrr*(N rwNrvasa.r.lMn.pon.m�dw.enaduma.pn.rp.raNslrrollSo.% POMPANO BL'AC73, FL 33054 FOf more kdo—b. BGe ffibiWa ¢eawd note page and B'esewweb:aes: ITWBCG:w Iwbeg.conTPc..w Virs.wo;WTCA.- w..behdustry.. NICC:www.—fm g SPACING 24.0" TYPE MONO )D)(ZUl00) 1 A4 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W9 2x6 SP #2 N: Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 2.00. 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, Located anywhere in roof, RISK CAT II, EXP C, wind TC DL=5.0 psf, wind BC DL=5.0 psf. G.Cpi(+/-)=0.18 Wind loads and reactions based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. JT PLATE LATERAL CHORD No SIZE SHIFT BITE ]26] W3X5 S 3.00 �-2'11"14 + 3'0"8 3'1"1- 3'1"9 3'1"15 Ts"1 1.49 12 2.09 12 77 2.71 12 m4X6 N4X5 R 12 3.34 p a5X 12 3.99 p 65X6 ,� 'v o v v 12 W9 4.86 in 65X8 fV aN " l a3X5(A1 -' 6] R=1052# U=338# RL=234# W=8" (Rigid Surface) PLT.TYP: WAVE DESIGNCRR=FBC3117RESrrP1-M141 -WARNINGI" RM ' m "IMPORTANT" FURNISH I T—, regnue maeae—In fahriccdg, ' 1100aw the ldntedacn 1 BCSI (&n'M6g Gan pra�nea Penherese,mg chorefh llher UNers �a�edww�,voe, rnpd,om ehee havoc shag haveepnoperly attached riBa amTog. La FLQRDA QUALITY TRUSS rhra have Iraca,g 4mta�ed pa SCSI nKgions truu ad wrawn as Munn almn nerd on t rdRelabdaw4gs,6ahZfarbMendpaeD nw Buldag Cmnparerdr GmaP Ine. ahal r ar�obi trm hr asdamanaevr A..dmft6wAgorompp.crBr ] TEL: (954) 975-3384 FAX: (954) 978-8980 �F Nra �da =fx 36:1i PARR C'Qv7Il %L BLVD. �ro PO&SPA1V0 BEACH, FL 330154 For —i dam fiwBCG: a—AAep.awgT 1'---{ R=1114# U=445# W=8" (Rigid Surface) RIGHT RAKE = 1'0"14 SEQ = 321324 0%v+cm QTY= 3 TOTAL= 3 REV. 17.02.02C.0211.1.7 SCALE=0.3750 AID FOLLOW ALL NOTES ON THIS DRAWING[ 3 DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, TC LL 20.Opsf REF V. chipping. In+tePing and bracing. Refer bard tsarmiwa,erTPfand wrcA>for .arey TC DL 15.Opsf DATE 07-14-2020 3 Nwl provide tempaay 6'arig pa BCSI. wafer iahomnf permanent Ian aladrtw ae10, rrappue.Ap*Plantoeachfara BC DL 10.Opsf DRWG tDeWs.�mnoted a BC LL 10.Opsf iVIP for any dsg,bonfio_ g,'rmta-ar, TOT.LD. 55.Opsf O/A LEN. 180506 ;,.m rnIl DUR.FAC. 1.25 JOB #: 20185 .perAINsI Sect SPACING 24.0" TYPE MONO �eetliopb's penaaf rotes papa ad Ucros web ewes: w inctw :wrcw— kcindmtrr.aorn;lCC:a-rxaa+e.ag T J0D:(LU100) / A0 Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP #3 :W8 2x6 SP #2 N: Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 2.00. I - 2'11"14 .11=848# U=264# RL=214# W=8" (Rigid Surface) 3'0"8 1 3'1"1 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, 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. JT PLATE LATERAL CHORD No SIZE SHIFT BITE [211 W3X5 S 3.00 PLT. TYP: WAVE DESIGN CRfrcFBC2017RE5nPl-2014 F M-20wtowy ltai QTY= 3 TOTAL= 3 "WARNINOP" READ AND FOLLOW ALL NOTES ON THIS DRAWIN01 "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. T— care mf�mo.�a9.aNPW9. endI ad RefertoeM fa0ow0a latest ft atege mat fBCSI (B fety TCerA Cmgfakmsdy lrrtvicle .sm"" perfund WmpwM Rad�a pi'x to PW—. Wph FLORMA noted othervAse, lop chord elal have prepedy adaNad slnutiaai shea0rmg erd Lotlarri chord dWWh— prVedra ftdPovidd-dWarY?rmW Wd. d Wmfiha prp &ad*dngdceEW. Uxab sdw fop anerdbtmidm*eWofv� ,� �' y1'�f�(� /�� UL>•Li1 1 SJLLUSS dal horse braeg bataW per SCSI serf u B3. B7 w B10, u applicable. Apply.lrlales to each face ofI n and pos0im"lhl-lbws erd-the 10 1 Ddads. raeess mIM Ilhem+se. Refer to draxinBa I -Z far M-d dpWa p.W..a. y fadumfw hands .shi V,hstaLi- to build to bIn-1orrnmvs 1h AN5PPI1 SIRw TEL: (954) 975-3384 6 Aewloarl8de drewing ofeoWrPete IIlp Ihbd h eGmd ofp"fuernd FAX: 978-8980 're�dro leevene�9'tYearft w,n M* b01y ore of Bib dr.wuq • xrenR>;cwrrBal.nrw. PARK �e"1'�r�dn,.euomreDugnrwANsvrntls.r,2. -Buff Is-pw NSVr PQ1.1SYAIVU BEACH, FL 33064e mW It— web w wj-ara.orp rrWBCG:—;1M g. ..TPI: w.�m. w�www.shbcmdastry. 4ICCC 3'1.9 — 2'11• --�{ 2.09 0 1'— 1' -- i R=913# U=372# W=8• (Rigid Surface) RIGHT RAKE = 1'0"15 SEQ = 321322 REV. 17.02.02C.0211.17 SCALE=0.5000 TC LL TC DL BC DL BC LL TOT.LD. 20.Opsf 15.Opsf 10.Opsf 10.Opsf 55.Opsf REF DATE 07-14-2020 DRWG O/A LEN. 180506 DUR.FAC. 1.25 JOB #: 20185 SPACING 24.0" 1 TYPE MONO )D:(LV 100) r AO THIS DWG PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #2 170 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT Il, EXP C, wind TC Bot chord 2x4 SP #2 DL=5.0 psf, wind BC DL=5.0 psf. GCpi(+/-)=0.18 Webs 2x4 SP #3 :W1, W8 2x6 SP #2 N: Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 2.00. Right end vertical not exposed to wind pressure. JT PLATE LATERAL CHORD r No SIZE SHIFT BITE [3] W3X5 S 3.00 [16] W3X5 S 3.00 v m v 0 'v v rn �T C4 fV N 1 R=642# U=1899 RL=150# NAILED 3'1"9 2'11" �{ 2.09 v R=728# U=313# W=8" (Rigid Surface) RIGHT RAKE = 1'0"15 SEQ = 321320 PLT.TYP: WAVE DESIGN CRrr=FBCE117RE&1PF7014FrIRT�A%(D%y.t(C) QTY= 1 TOTAL= 1 REV. 17.02.02C.0211.17 SCALE=0.5000 ••WARNING[" READ AND FOLLOW ALL NOTES ON THIS DRAWING[ ••IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, TC LL 20.Opsf REF ss, 9' Trvssee mq,ue eidrem eam In faMmT B. hand!mB. Vie. Instaft and hscir . Refatumd /obwtM IateN eQdian of SCSI (BUNng CanpeneH Safety Irdomalia,, Pby TPI and WTCA) fasaety I TC DL 15.Opsf DATE 07-14-2020 oted �� U�sW hm properly attached I stmthIng and bottom dwd DRWG mLRMA sW law apmpely eMadkd rigid ce3ng. rnealiun slam for permumd laterelrestraint afwebs slat haw hracvq instetled per SCSI —tiara B3, B7 or BIG, -oppf ble. Apply plates for hfaw BC DL 10.Opsf QUALITY�'RiJSS dhuss end pcedgri se eheen above end on the Johd Details, unless sled otherwise. R11A 8 com ' uG` Im." pus3kfa mydebtlonfrunthl &d in, snyfeheeto Gild the buss In ardonra fth ANSVrPI 1. or for hardtop, skipping,6aGgation BC LL 10.Opsf [ TEL: (954) 975-3394 & Gnsva. subug or tr Aussltn WadrrMrp>m,.rpee.o.Brow.dr.�ge, arm�l...�.pwe.aptew.w,.I TOT.LD. 55.OpSf O/A LEN. 180506 DUR.FAC. 1.25 JOB #: 20185 FAX; (954) 978-8980 3C05 PARR CENTRAL RLVD. �ro m�P y.daifaBwaayln.rxm Tne.un.bmy.ndw.alwa.wq far nW ahudras Is Bufstponam®y of BU*WV Dn%w psrANSInPI 18ep.2 PONWANOBEACH, FL33064 For mmemfamafionsee thhjWsgenemjnotes page endtlt a bodes RMCG:w l*bM. .TPL•uw.wJPbaore;WTCrav zbcidmbymgICC:m k de.ae SPACING 24.0" TYPE MONO J00: GV 100) / F1/ Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x6 SP #2 N :W2, W3 2x4 SP #3: End verticals not exposed to wind pressure. Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 2.00. --1'10"6 2'1 V 2.09 0 . R=245# U=43# RL=53# NAILED W7"14 i1'--{ R=UO U=188# W=8' (Rigid Surface) THIS DWG. PREPARED BY THE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT 170 mph wind, 15.54 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. Bottom chord checked for 10.00 psf non -concurrent live load. JT PLATE LATERAL CHORD No SIZE SHIFT BITE ] 3] W3X4 S 2.25 (8] W3X5 S 3.00 RIGHT RAKE = 1'0"15 SEQ = 321316 PLT.TYP: WAVE DESIGN CRfT•FBC7017REnPi-2014FTMTc20%(D%y1(0) QTY= 1 TOTAL= 1 REV. 17.02.02C.0211.17 SCALE=0.5000 -WARNINGI- READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, TC LL 20.Opsf REF ( Tnasoregime &—cars m(aFrinfirB•harrflv9. °PCB. �sfar�9 and hang. RNcbmd DATE o7-la-zozo foil—ft lded edlion of BCSI(B 1ft C000pmod Safety Wmnation, byTPi aM WrCA) for eatery p. m .IndauemAall �Ideetoffachec!: �pereCSL wy TC DL 15.Opsf oe ��r� FLO RMA shaft lsrve a propely egad d d9a cedv9. Low 1m pem red reAMIrd�dxs� .haft haw bradnB(nsta0ed WBCSII aed'ensB3, B7 or BIB,- appli—ble• Apply plates to each to. BC DL 10.Opsf DRWG QUALITY.TRUS6 of Refe at, mNonassho-abmmWonBoa JoodDetmh,WnardedodwAat, rto dmivrga 1t�A-2fratardad plate postiun. nw Bodivq CmiporKrda Gnarp hc. sW not be responsbis for any de%adrawi on Been Oda dng, any(aftre to Wild U. Wss inwNmrsarwwfthANSlrrPI 1, or har.ft d4pirv, hslePatim 6�AadddntldadrddrCrmnr)spaWhgtliadnWip,Ydiula.oaphroadprsfwktul BOLL 10.Opsf TOT.LD. 55.Opsf O/A LEN. 160506 T.E+L:(954)975-3384 DUR.FAC. 1.25 JOB #: 20185 FAX: (954) 978-8980 ' 3WPARKCEN`rF LBLVD- '^otn'adro MPena@�r wla�'fr Br d"pn dnm, Th. wB.h®y ud uu dBthdrnNq 6.o2 PObiPA1VOBBACli FL r Frrrsa ie'fieneeeMWsgenral"meapageandLhmweb'Bea ITWBCG:www.dwbcg.ern:TPLw�,�rtpkaLo,.Wreav,r sbmdmby—N]CC:w Jecsa(a.rg SPACING 24.0" TYPE- MONO E` ^ JU.14U IOU/ r M7 I HIS UWG. PKEPAKEU BY I HE ALPINE JOB DESIGNER PROGRAM FROM TRUSS MFR'S LAYOUT Top chord 2x4 SP #2 Bot chord 2x4 SP #2 Webs 2x4 SP 93 :W6 2x6 SP #2 N: Bottom chord checked for 10.00 psf non -concurrent live load. Deflection meets U360 live and U240 total load. Creep increase factor for dead load is 2.00 N N P� f9 1� LEFT RAKE = 1'0"8 PLT. TYP: WAVE 170 mph wind, 16.00 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. Right end vertical not exposed to wind pressure./ l./ 3'3"14 3'4"6 1.46 0 — 3'4"10 j 0.48 12 P I 13'4" R=819# U=295# RL=1229 W=8" R=804# U=315# W=8" (Rigid Surface) (Rigid Surface) d FLORIDA QUALITY TRUSS TEL: (954) 975-3384 PAX. (954) 97"980 363S PART: cu.-ML RLCD. POWIPANO BEACH, FL 33064 DESIGN GRIT-FBC2017RESrrPI-2014 FTIRT1A%(0%JI Camponmb Gmup hre. atufl rolbe tesPmvHe fm any devbrvr fmm the drawing. dd 0ro truss in mMarmancewBhANSVrP11. mfm hmicft Wppefg, bmiallatan QTY= 4 TOTAL= 4 MNGI IDINO THE INSTALLERS, hb dmwftfg mmrro pap left dda drawing, hdlutas a ptro dpdawbral ponad�ty aGafylortM daagtf afxwnt. Tl%*u1.b yandmcf9bdrrAV siplhtaapmnUydfMBUD&d DaagtwpuANSVTPII Saa2 - Fmmore fdm—Can aee ft W3 genial rotas page and th..bad.: RWBCG:w 2*bcg. TPI: vn 1piut.mg: WrCA~.ahhdustry. :ICC: wvwJ—fasag RIGHT RAKE = 1'012 SEQ = 321330 REV. 17.02.02C.0211.17 SCALE=0.5000 TC LL TC DL BC DL i BC LL TOT.LD. 20.Opsf 15.Opsf 10.Opsf 10.Opsf 55.Opsf- REF DATE 07-14-2020 DRWG O/A LEN. 130400 DURYAC. 1.25 JOB #: 20185 SPACING 24.0" -TYPE MONO a ANCHORAGE AND RESTRAINT OF LATERAL BRACING THIS IS A DANGEROUS CONDITION. G FIG. 1 coMPRESSiox WEBS, PREVENT THIS 1 1 ____----TO BEFORE AND AFTER FAILURE, ANCHO$ 1 11 1 II BUCELDNG. I OR RESTRAIN THE LATERAL 13RACINGI CONTINUOUS LATERAL BRACING(CLB) USE METHOD SHOWN IN MAINTAINS SPACING, HUT PERMITS LATERAL BUCKLINGFIG. 2, 3A k 3B.- OR "BEARDiG OF ALL WEB MEMBERS AT ANOTHER STRUCTURALLY AME THE STIIB. SOUND METHOD SPEBY PROFESSIONAL FOR TRUSSES ENGINEER OR ARCHMECT. FIG. 2 ANCHORAGE BY TlU L.DING DESIGNER (OTHER ANCHORAGE PROVISIONS FOR OTHER TYPES OF WALLS). ANCHORAGE (BY BUILDING DESIGNER) INTO SOLID END WALL — REMWMS LATERAL BRACING. THEREBY PREVENTING WEB BUCXLING. CLB COMPRESSION WEB FIG. 3A 01 • .I' DIAGONAL R:H' RESTRAINT (I: WITHIN Y.1' UNIT DBR MAY TRAVERSE MORE THAN TWO TRUSSES, DEPENDING ON TRUSS HEIGHT. COMPRESSION WEB, SLOPING OR VERTE( OR WEB NEEDING BRACING. THE DRAWING BELOW (FIG. 3B) SHOWS -HOW TO RESTRAIN THE CONTINUOUS LATERAL BRACING (CLB —J�). WHEN ANCHORAGE IS NOT AVAILABLE AS SHOWN IN FIG. 2 THE DIAGONAL BRACE RESTRAINT (DBR —) MEMBERS ARE 2X4'S, THE ENDS OF WHICH ARE ATTACHED TO TOP k BOTTOM CHORDS. THE DIAGONAL BRACE MAY BE ATTACHED.DIRECTLY TO THE CLB OR TO THE WEB OPPOSITE THE CLB. USE THE SAME NAILLNG SHOWN IN FIG. 3A. FIG. 3B 2X4 #3 OR SPUD GRADE DES NAILED TO OPPOSITE SIDE OF WEB AND REPEATED AT APPROXIIATSLY 20 FOOT INTERVALS TO REM LATERAL MOVEMENT. ATTACH TO WEBS WITH (2) 16d COMMON (0182- X 3.6•.MITN) NAM. -FAMMlO- MD AND 70DCW ALL NOM ON 7W 8=0 h++ae r.quh u3etme ons to fabd=Uny baodDnt, @Mppict. InsteDnd and braclnt. Nofr to apd I&Uw REF BRACE RESTRAINT BG9 (BoDdlnt r�y®eat D f �to —Abon. b7 M •lid W1Cy ter edet7 MVQUM Icior b Drtmmlcc tbe.e f®dptosootp.r Iada—.b.il m+,.a. t efi god bnalat Bra. ttntre netce oll—be, by obad bldhn. DATE 1/1/09 DRWG BRCLBANCO109 e�eDlns iooye9tioab n art y t�II]da�l 3w nto1e � w bban Lr.olnt Dr sedisa. BB t BY. toe tbb Kcb1 t.4aw rides Pets br sews fafaematton. s�360RUMr FUMOM COFr OF 7E35 DMON TO Dt4Hif�gli*WNfpIC(07. ny CernDen�V OevYp Leo. m73CON thaD tnt M w !r dsdattac Arc® ttda dedtq BuOdNP Components Group bC D 23W fe0me b trnOd Ibe test >e aodaemaass sdW 87, ar Lfelaa .' Candling. abVpb4 tadeO t t bndng at t n nVWO conneelcr pWaa m made of 20/10/15OA (WAIA ) ANDI A057 pads 87/40/80 lilt• � me �l- at tear. t Air =plat wd m in�nssHnt rrPeedbmV ee7o17 fraw tba�bvuslso��Dsat d Lb . �aeeep .s for a� LoDdC� L tCa IIQabODvurw,Cotndustr7coso; IIY BCO: TPC@tpindeoQa MCC: nse•.feorfe.oet Earth Ciy. MO 63045 �rrpSCeC4f+srm• GENERAL NOTES Trusses are not marked In any way to Identify the frequency oe location of temporary lateral restraint and diagonal bracing. Follow the recommendations for handling, Installing and temporary restraining and bracing of trusses. Refer to BCS1 Guide to Good Practice for Handling, Installlna. Restraining & Bracing of Metal Plate Connected Wood Trusses for more detailed Information. NOTAS GENERALES Los trusses no estin marcados de ninglin modo que Ideatifique la frecuenda o Iocal'aad6n de restdccl6n lateral y aniostre diagonal tempordles. Use las recomendaciones de manejo, instalad6n, restdcd6n y amostre temporal de Jos trusses. Vea el folleto BCSI Gufa de Buena Practtica Trusses de Madera Conectados con PlacaS De mewl Para infonnad6n m6s detallada. Los dibujos de diseno de los trusses pueden especificar las Truss Design Drawings may specify locations of localizadones de restr!cd6n lateral permanence o refuerzo permanent lateral restraint or reinforcement for en IDS miembros individuales del truss. Vea la hoja individual truss members. Refer to the BCSI-B3.B3 resumen SCSI-83 — ResMcc!6n/Arriostre Permanente de Summary Sheet — Permanent Restraint/Bracing rda y MiembroS Seamdados para mds informad6n. of Chords & Web Members for more Information. El recto de cos diseRos de arriostres permanentes son la All other permanent bracing design Is the responsabllidad del,DWnnador del Edifido. responsibility of the Building Designer. 0 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, irutatad6n, restricd6n y arrlsotre Incorrecto puede ser la cafda de la estructura o a6n pear, heridos o muertos. Q! Banding and truss plates have sharp edges. Wear gloves when handling and safety glasses when .r�r cutting banding.t Empaques y places de metal tienen bordes m afliados. Use guantes y lentes protectores cuando <� corte IDS empaques. HANDLING - MANEJO Q Avoid lateral bending. — Evite la flex16n lateral. ©The contractor is responsible for properly receiving, unloading and storing the trusses at the jobsite. Ell contratista Uene la responsabilldad de reciblr, descergar y almacenar adecuada- mente Jos trusses en la obra. r If trusses are to be stored horizontally, place blocking of sufficient height beneath the stack of trusses at 8' to 10' on center. For trusses stored for more than one week, cover bundles to prevent moisture gain but allow for ventilation. Refer to )}�ulde to Good Practice for for more detailed Information pertaining to handling and jobsite storage of trusses. SI loss trusses estar6n guardados horizon- talmente, ponga bioqueando de altura suficiente detr6s de la pila de los trusses. Para trusses guardados por m6s de Una semana, cobra los paquetes para prevenir aumento de humedad pero permits ventl- lacl6n. Vea el folleto BCSI Gufa de Buena Pr6diCa rlost ,� le oc Trusse P�M ripen rnnectadns con Placas de Metal para informacl6n m6s detallada sobre el manejo y almacenado de IDS trusses en 6rea de trabajo. 0 Use special pre In Utilice cuidado windy weather or especial en dias near power lines ventosos o cerca de and airports. cables el6cb icos o de aeropuertos. Spreader bar for truss Use proper rig- Use equipo apropiado ging and hoisting para levantar e equipment. improvisar. Do not store No almacene unbraced bundles verticalmente IDS upright trusses sueltos. GDo not store on No almacene en uneven ground. tierra desigual. HOISTING RECOMMENDATIONS FOR TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES. Q Warning! Don't overload the crane. IAdvertenda! !No sobrecarga la gr6a! ® Never use banding alone to lift a bundle. Do not lift a group of individually banded bundles. Nunca use s6lo loss empaques Para levantar un paquete. No levante un grupo de empaques indiv!duales. lo 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. Use at least 3 lift points for bundles with trusses greater than 60'. Puede user un solo lugar de levantar para paquetes de trusses haste 45 ples. Puede user dos puntos de levantar Para paquetes m6s de 60 pies. Use por to menos tres puntos de levantar para paquetes m6s de 60 pies. 0 Wamingl Do not over load supporting structure with truss bundle. IAdvertendal No sobrecargue la estructun apoyada con el paquete de trusses. Place truss bundles in stable position. Puse paquetes de trusses en Una posld6n estable. INSTALLATION OF SINGLE TRUSSES BY HAND INSTALAC16N POR LA MANO DE TRUSSES INDMDUALES Trusses 20' Trusses 30' or or less, sup- less, support atM ` port at peak. quarter points. Levante Levante de del pica loss los cuartos trusses de de tramo Jos de 310 20 pies a I �russes hasty 20 cal I pies Trusses up to 2V omenas. I4TtuTsses hastarusses p 30 cal menos. MISTING OF SINGLE TRUSSES — LEVANTAMIENTO DE TRUSSES INDMDUALI r7f Hold each truss in position with the erection equipment until top chord temporary lateral restraint !M I Is Installed and the truss is fastened to the bearing points. Sostenga cada thus en posid6n con equlpo de gnia hasty que la restricd6n lateral temporal de Ii cuerda superior este instalado y el truss esta asegurado en Jos soportes. QWamingl Using a single plck-point at the peak can damage the truss. !Advertendal El use de un solo lugar Para levantar en el pico puede hacer da"no al truss. HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES so' or less RECOMENDACIONES PARA LEVANTAR TRUSSES INDMDUALES Approx.l2 Tegline'lL truss IengN TRUSSES UP TO 30' reader bar TRUSSES HASTA 30 PIES Tao -In. oe•In Attach Locate Spreader bar 10'o.a I ' spreader bar 12 to _ I above or dffoack max. ice' 2r3 truss length midfielght TagEne TRUSSES UP TO 60' 11 -r TRUSSES HASTA 60 PIES Spreader bar W to III 3I4 truss IengN Tagqne TRUSSES UP To AND OVER GO' TRUSSES HASTA V SOME 60 PIES TEMPORARY RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL ©Refer to Br I-B mmary Sheet —Trots I��tallation &Temporary RegUdnVD acina_for more Information. Vea el resumen RCST B — R chicd6n/ Arriostre Temporal y Instalad6n de los 7n1sses Para m6s Infonnad6n. rJ( Locate ground braces for first truss directly In IIJJ line with all rows of top chord temporary lat- eral restraint (see table in the next column). Coloque los arriostres de tiers pare el primer truss directamente en Ifnea con cada Una de las filas de restricd6n lateral temporal de la cuerda superior (vea la table en la pr6x!ma column). Do not walk on unbraced trusses. QNo camine en trusses i sueltos. Top Chard Tempera Lateral Restraint (FCTLR) W min. -90° Brace first truss <— securely before erection of addition trusses. 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 SPECIF�D 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(*) 2X8 1 ROW 2X8 1-2X8 2X8 2 ROWS 2X8 2-2XB(*) 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. T—BRACING OR L—BRACING: APPLY TO EITI= SIDE OF WEB NARROW FACE. ATTACH WITH 10d BOX OR GUN (0.128"x 3.-XIN) NAILS. AT 8' O.C. BRACE IS A I I MIND M 80% OF WEB MEMBER LENGTH 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 VAGN) NAILS. , AT 8" O.C. BRACE IS A IIIN MUM 80% OF WEB MEMBER LENGTH T—BRACE OR L—BRACE SCAB amft,,UWMI o& �pgM, and � Rdw to and fdla, TC LL PSF REF CLB SUBST. DATE 1/1/09 eras t��t ..:.e lkmla aYen, by Mn and W2C) tar s m•e n�* var+�s pn*UW ens acme n>>. =W �». +� oma etemtmal not® a .ben hm movesr •u.ee.V mbaD ban �'°m`'"�1id "' TC DL PSF smatims Id NY. ems« thf. Jo . �'''al'',rm pW � �webs BC DL PSF DRWG BRCLBSUB0109 + � MIFIr OF "M TOM TO "MAIIA to 1 COME1ucme. BC LL PSF Building Components Group Inc nT �i aso Im. ) ehan m4 lw !or W deddlen tam thin A.Idp W !a>!� b Dnlid the leo� m m�am�am t1fII 81. are >uumW. . fnm • TOT. LD. PSF hranty et tsa a mnm connector pwm one made of a0/se/sad feWa/p deal MM Rase W/40/8e dWr�/na)dmL •n v > Ito ftah bas of rt:°�.. �`an.d miand +� on hint DdallL ` DUR. C. fartmo�tym�� oompooyeedtl d�eetdn amen. fte co tahfltte em un of txae eomi>ocoet for esy homlod to the - Fenn cny, MO 63045 E� 800: .�.e �^'8u 111i: .:: •a_•••• ;aom: xc—&a-faerd SPACING STEPS TO SETTING TRUSSES LAS MEDIDAS DE LA INSTALLACION DE LOS TRUSSES E1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bradng to stabilize the first five busses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process on groups of four busses until all trusses are set. 1) Instate los arriostres de tierra. 2) Instate el primero truss y ate segurdmente at arriostre de tierra. 3) Instate los pr6ximos cuatro busses con restricci6n lateral temporal de miembro corto (vea abajo). 4) Instate el arriostre diagonal de la cuerda superior.(vea abajo). 5) Instate arriostre diagonal Para los pianos de los mlembros secundarios Para estable los primeros dnco busses (vea abajo). 65 Instate la restricd6n lateral temporal y arriostre diagonal pare la cuerda Inferior (vea abajo). 7) Repita €ste procedlmiento en grupos de cuatro trusses haste que todos los trusses eq�stalados. Refer to SCSI-132 SummarY Sheet —Truss Installation & Temporary Restrdint/Bredno far more information! Vea el res6.men BCSI-132 - instalad6n de Trusses- y Arriostre Temporal Para mayor Infornad¢n. RESTRAIN'/BRACING FOR ALL PLANES OF TRUSSES EL RESTR4CCI6N/ARRIOSTRE EN TODOS PLANOS DE TRUSSES. QThis rels'traint & bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses. Este.mdttxlo de restricd6n y arriostre es pare todo trusses excepto busses de cuerdas paraielas SxT2. 1) TOP CHORD — CUERDA SUPERIOR I Truss Span Top Chord Temporary Lateral Restraint (TCTLR) Spacing Long(tud de Tramo Espaciamlento del Arriostre Temporal de la Cuerda Superior Up to 30' 10' o.c. max. Haste 30 pies 10 pies mdximo 30' to 45' 8' o.c. max. 30 a 45 pies 8 pies miwmo ' 45' to 60' 6' o.c. max. 45 a 60 Ies 6 pies meximo 60' to 80'* 4' o.c. max. 60 a 80 les* 4 pies mSxlmo -Consult a Professional Engineer for busses longer than 69. •Consulte a un Ingen)ero pare trusses de mas de 60 pies. �( See BCS1-B2 for TCTLR options. t_t de TCTLR. Vea el aC4L-132 Para las options t Refer to BCSI-83 Sum - Chords Restrain Bracincof & Web Members for Gable — End Frame restralnt/bracing/ reinfbfcement Information. Para Informad6n sobre restricd6n/arriostre/refuerzo Repeat diagonal para armaz6n de hastiat vea LI braces for each set of el resumen BCSI-B3 — Re- 4 busses. stricd6n/Arriostre Ground bracing not shown for clarity. Repita los arrisotres Permanente de Cuerdas v diagonales pare cada Mlembros Secundados. grupo de 4 busses. 2) WEB MEMBER PLANE— PLANO DE LOS MIEMBROS SECUNDARIOS I iagonal LATERAL RESTRAINT Bracing & DIAGONAL BRACING Web Members ARE VERY IMPORTANT 1LA RESTRICCION 'LATERAL Y EL ARRIOSTRE DIAGONAL Bottom Chords SON MUY IMPORTANTES1 Diagonal Braces every 10 Q 10'-15' max. Same spacing as truss spaces (20' max.) bottom chord Lateral Restraint Some chord and web members not shown for clarity. 3) BOTTOM CHORD — CUERDA INFERIOR Lateral Restraints - 2x4x12' or k greater lapped over two busses. _ Bottom chords Diagonal Braces every 30 truss spaces (20' max.) \VSome chord and web members max. not shown for clarity. RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES LA RESTRICCI6N Y EL ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 Refer to BCSI-B7 clagonai Bracing I umma Sheet Chord Trusses for more Information. Vea el resumen Paralelas para m6s Inforrnad6n. Apply vertic canbl locations. tapped at least two cusses. *Tap chord Temporary Lateral Restraint spacing shall be 10, o.c. mall for 3x2 chords and 15' o.c. for 4x2 chords. INSTALLING — INSTALACIONa,� rJt Tolerances for Out-of-Plane.A o�Iim� �� Max. Truss LJ Tolerendas pare Fuera-de-Plano. Bow Length D/50 D (ft.) 3/4' 12.6 Length--*— Max. Bow 718' 14.6' �M =gam,, Lan —gin TI�i 1!2' 7 4' 16.T Ma)L Bow 3/4- 3' 1-1W 18.8' ��— Length 0 1, 4, 1-1/4' 20.8' t I a r 1-114' 6 13/8' 22.9' Tolerances for o i Plumb bob 1_ W & 1-10 25.0' LJ Out -of -Plumb. 13/4, T 13W 292' Tolerandas pars D/50 max 2' Is. , Fuera de Plomada. .:':At i=, 2' 233.3' CONSTRUCTION LOADING — CARGA DE CONSTRUCCION QDo not proceed with construction until all lateral restraint and bracing is securely and properly in place. No proceda con Ia consbucc16n haste que todas las restr(c- dones laterales y los arriostres estdn colocados en forma apropiada y segura. m�-�Staecc. �yy 'OrLey°W�W�M'�10a'OY!f_ Material Haight Gypsum Board 12' Ptywood or OSB 16, Asphalt shingles 2 bundles Concrete Black B' gayTde 3d cites high Do not exceed maximum stack heights. Refer to ACSSI--84 armmary Sheet - nsd,rctlon Loading for more Information. Do not cut, alter, or drill any structural member of a truss unless specifically permitted by the Truss Design Drawing. No torte, altere o perfore nfng6n mlembro etrWctural de los busses, a menos que este espedficamente permitido en el dibujo 3 del diseno del truss. QTrusses that have been overloaded during construction or altered without the Truss Manufacturers prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la consWcci6n o han side alterados sin una autorizad6n prevla del Fabricante de Trusses, pueden redudr o eliminar la garanda del Fabricante de Trusses. No exceda las m6ximas alturds rewmendadas. Vea el restimen BCSI-64 Cargo de Con_stn rccidn pars mayor infomladbn. I� Do not overload small groups or single trusses. No sobrecargue pequefios grupos o trusses Indlvfduales. Never stack materials near a peak. Nunca amontone material caeca del Pico. p Place loads over as many busses as possible. a LJ �--r Coloque las cargos sobre'tantos busses Como sea posible. C7f Position loads over load bearing walls. L! Cotoque las cargos sobre las Paredes soportantes. Tmss bracing not ALTERATIONS — ALTERACIONES spawn rorcWdty. Q Refer to SCSI 85 Summary She?tg2, lobsite Mod(ficallons & Instailatlan Errors. Vea el restimen B'Yi-BS Drapes de busses. Modlficadon�s en Ira Otis y rrorec de Instaladdn. NOTE: The Truss Manufacturer end Truss DesigrKr rely on Me presvmPUen that the Oantrador and cane operator (a appnrable) are professionals vdth We copabniry W undertake the work ttXry hwsve agrced ro do an ary given project. B the Contractor beneves It needs assBtarxe fn some aspeC of tM consbudlon project, a should seek asshtanco from a oxnt>eted ronY• The methms and proadwrs outlined H Nis documentare Ntended to ensure that the overa0 mnstrucion tedmques empto/edw10 putthe trusses Imo ptaco $FFBX These recommendadons (or handling, InstalNg, mstrainkig and bredrg trrays are based upon the co0ective experience presented kadkg personnel invohvd wdN Cross design, manufacture and InAaliatkm, but must, due to the rulure of respondbOUes InvWed, be presented anry as a GT1IeE for use by a quaMed BiAding Desigrrer or Crnrtracoc It tr nqt Intruded arat Mere remmmendatlons be kaerproded has e superbr Oo the Bunding Deslgner5 design spedncatbn for handnng, Instalang, nestralmng and hmdrg busses and It does rot prelude the use or other cquMalent meunods rot restralning/bradng end providing stabinty rot Ing wens. cdumu, flocs, roots and ere the damages swdural budding ownponents as detemdned bV the contracor. Thus, Y7TU and TPl e>�sst/ dlsdaM am/ resPonslbNN for dames adsing from tlne use, appfkatbn, or reliance on the reoommendadWens aM Informatlon contained herein. ■ ��E ■- TRUSS PLATE INSTITUTE 6300 Enterp7 lane • Madison, w! 53719 218 N. Lee St, Ste. 312 • Alexandira, VA 22314 608/274.4849 • www.sbdadustrymm 703/683-1010 • wvm.tpinstorg B1WAmr11X17 2UUb111O STEPDOWN HIP CORNER SET DETAIL HIP GIRDER CJ5 CJ3 �QG ��Q U CJ1 Z W U M U Lo U W W CORNER JACKS 2._0e 2'-0e 2._Oe 2._0. V-0' NOTES: 1. DESIGN BASED ON SOUTHERN PINE LUMBER. 2. TRUSS TO BEARING CONNECTION BY OTHERS. 3. WIND LOADING BASED ON ASCE 7-10 MEAN ROOF HEIGHT 30', EXP C ENCLOSED, RISK CATAGORY II 4. APPLICATION OF TOENAILS PER NDS-2005 * (3) 16d (0.162"x3.5".) TOE —NAILS (2) 16d (0.162"x3.5") TOE —NAILS NOTE: 10d (0.148"x3.0) GUN NAns MAY BE SUBSTITUTED IN PLACE OF 16d TOE -NAILS UP TO THE MAX OM REACTIONS SHOWN BELOW. (2) NAILS: R=260# U=345# (3) NAILS: R=390# U=520# TRUSS PLATES AND LUMBE AS SHOWN, OR PER INDIVIDUAL TRUSS DESIGN ril=Q" T= AIM 70= ALL NO=3 0a '1870 t0a0.77 1'nsamea trgsdn os3rema our i fabrLatlay bas�lny abtpplq. beta. uid U.W, adar to and Maw team ! ��la�D 2 IolosmI',— bIu7�P! uid 1rPd) tar ulai7 Ps1atlon prior to Perllaap(n[ abaa bore ammyoam�lrr atteebed dmaba�il pe�mL�icd 1 oh d MW bar nerd otb�d�a. ba ehotd eaafoy Loaatkaa abera for pnmanmot bdanl seatsrint at rrba abaa ban psapesir eltaobad rkld auum a8 t aT. 8me tble Job'a [asuW »atem pa[m for most s xi .�'�- i wed par BGSI "UPOYTANI" 71>AlM CM ar WS ])=GH 70 Devon 0 C0}t�1pp, lot 8dldfa[ Compan�L !.soup bso (fRSCO) mbaa swt bar bla for ea dadetloa bmm tbla deat[a, usr laans+o to bead tLe 4ua fn eentumaan d!L 4PL ar labrSeatlaL baadnn[. ab1PD�L �at+alof t (r/*�/a.��[u�r,�.i .L�i� �a�Oa w m,d. at sa/u/laa� (ta/sA9 rsni Bess Faaa ar/so/aa A meal oa tbla DP1T a>ataa to aaob Lam of tswm, pee7tlmed u abosm atwn u�d en Iobu Data1L. for the * mmmppta=L deddsm abemn. The � eod protamdssoal an�aaerio[ rrrpondbaiy anlalr te�pa�d � aaa�(� aLlteb1111r end .sae o! tbla oomponant fot am bu0dfo[ L tba A'r BCOs rtr Ln.oas4 'fDa ...1pPfad oms 1S 1 srs +ba oiodm.trroom; ICC: tnndaoaatear[ HIP JACK END JACK TC LL 20-30 PSF REF TC DL 7-20 PSF DATE BC DL - PSF DRWG BC LL 10.00 PSF TOT. LD. 37-55 PSF DUR. FAC. 1.25 SPACING 2-0-0 w Valley Detail - ASCE 7-101 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1.00 Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better. Bot Chord 2x4 SP #2N or SPF #1/#2 or better. Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better, 3K� Attach each valley to every supporting truss with, 5604 connection or with (1) ITWBCG HA4 or HA2,5 connector or equivalent for ASCE 7-10 180 mph. 30' Mean Height, Part, Enc. Building, Exp. C, Wind TC DL=5 psf, Kzt = 1.00 Or ASCE 7-10 160 mph, 30' Mean Height, Part, Enc, Building, Exp. D, Wind TC DL=5 psf, Kzt = 1.00 Cut from 2x6 or larger as req'd 4-0-0 12 - 12 Max, I— W2X4 W2X4 W2X4 �— 8-0-0 --i Unless specified on engineer's sealed design, apply 1x4 'T' brace, 80% Length of web, same species and SRB grade or better, attached with 8d box (0,113' x 2.5') nails at 6' o.c., or continuous lateral bracing, equally spaced, for vertical valley webs greater than 7'-9', For verticals over 10'-0' tall, apply (2) 1x4 'T' braces, 80% length of web, same species and SRB grade or better, attached with 8d box (0.113' x 25') nails a 6' o.c. Top chord of truss beneath valley set must be braced with) Properly attached, rated sheathing applied prior to valley truss Installation. Or Purllns at 24' o.c. or as otherwise specified on Engineer's sealed design. Or By valley trusses used In lieu of purlin spacing as specified on Engineer's sealed design, xxx Note that the purlin spacing for bracing the top chord of the truss beneath the valley Is measured along the slope of the top chord, ++ Larger spans may be built as long as the vertical height does not exceed 14'-0', :ched Cut ttom Chord Rev Bottom chord may be square or pitched cut as shown, W 2X4 Valle Spacing Square Cut Stubbed Valley II Bottom Chord End Detall SQ° 20-0-0 (++) Supporting trusses at 24' O.C. maximum spacing, osINPORma FIAt unen V1HGva AV a HfdMFAC ORS E1ID1N6 im >1JSTALLERS Trusses require extras care In fabrlcatIng, harndling, ahppl�nnpp Installing and bradny Rater to aryl fprolloe the latest edtlon of =1 Invldng Conporrnt Safety Infornatbn, by TPI and VTCN for safety adas� sr 5 PPICMotherwise.OP� use funCl ens. .Installers sh&U provide to hrackq per BCSL top chord shill have properly attach, structural aheo and button chord shall have a prodn�rly attaclxd r1old eeling. Locations shown for pernonrnt lateral restraint ///TPF of webs shall have hradng Installed per-ICSI sections 23, 37 or MO. as applicable. Apply Yyates to each face of truss and position u shown above And on the Joint Dstaas, usrtass noted otl;enisr. BuUng Components Group Inc. Peter to drowttps 16M-2 for standard plot& positions 1TV 8LAft Corpontnts Group Ina shall not be responshte for any deviation iron this drawing, any falrrs to buU the truss In confomance with ANSI/TPI L or for hinting, sftkV, Installation & bradng of trusses. A seal on this dradno or &aver gape this drawing, Indkatas acceptance Of professional onDheaNso raspansmlBty solely for tiv designs run The sWtabilty and us* of tide rYowIng for any structure In the responshlity of the DAchV Designer per ANSI/TPI 1 SecZ Earth City, MO 63045 For pore infornatlon son this job's general natal page and these web sites; 3rW=0 wedtwbegcand 7Pb mtpMstorgd VFW www.wbdrviutryorgr 100 wwakcsafearo Val Optional Hip _ nin+ na+nll TC LL 30 30 40PSF REF TC DL 20 15 7 PSF DATE BC DL 10 '10 10 PSF DRWG BC LL 0 0 0 PSF TOT. LD. 60 55 57PSF 3)UR.FAC.195/1,3311.1511.11 SPACING 24.0' VALLEY DETE 2/16/12 VAL180100212 Face -Mount Hangers SIMPSON, El 0 These products are available with additional corrosion protection. For more information, see p.18. el 77�No. Min. Heel Height LUS24-2 LUS26-2 HHUS26-2 HGUS26 2 2% 4'�s 49iis 4 HGUQ26-2-SDS3 5% LUS28-2 4'fis HHUS28-2 69/s HGUS28 2 6`14s HGUQ28-2-SDS3 7Y4 63is LUS210-2 HHUS210 2 8% HGUS210-2 Bs/is HGUQ210-2-SDS3 9% HGUS26-3 4'Vis HGU026-3-SDS4.5 536 HGUS28-3 619is HGU028-3-SOS4.5 7A HGUS210-3 8'iis HGUQ210-3-SDS4.5 9Ya . HGUS212 3 lOs/e 12% HGUS214-3 HGUS26-4 5'h HGU026-4-SDS6' 514 HGUS28-4 7'/4 HGU028-4-SDS6 7Ya HGUS210-4 9'/4 HGU0210-4-SDS6 9Ya HGUS212-4 10% HGUS214-4 12% LUS46 4% HGUS46 4% HHUS46 4% HGU046-SD83 LUS48 5Ys 4% HUS48 61A HHUS48 6'h HGUS48 Pis HGU048-SDS3 7Ya LUS410 6'/a HHUS410 8-Ya HGUS410 87tis HGUQ410-SDS3 9%a HGUS412 10% HGUS414 11 Yrs a'IWIH 8 6 4 2 2 8 4 2 2 8 4 2 2 py These products are approved for installation with the Strong -Drive® SD Connector screw. See pp. 3940 for more information. Fasteners DF/SP Allowable Loads SPF/HF Allowable Loads 7 Carried Uplift Floor Snow Roof Wind Uplift Floor Snow Roof I r Member (160) (100) (115 (125) (160) (160) (100) (115 (125) I Double 2x Sizes 380 680 780 845 (4)16d (2)16d 440 800 910 985 1,250 (4)16d (4)16d 1,105 1,030 1,180 1,280 1,625 1,000 830 1,010 1,090 ' (14)16d (6)16d 1,550 2,785 3,155 3,405 4;265 1,335 2,390 2,710 2,925 ; (20)16d (8)16d 2,155 4,355 4,875 SAO 5,575 1,855 3,760 4,200 4,500 '/4" x 3"SDS (4)'/4' x 3" SDS 1,635 5,040 5,565 5,565 5,565 1,175 3,630 4;005 4,005 (6)16d (4)16d 1,165 11315 11,500 11,625 2,060 1,000 1,125 1,285 1,390 (22)16d (8)16d 2,000 4,210 4,770 '5,140 6,446 1,720 3,615 4,095 4,415 1 (36)16d (12)16d � 3,235 7,460 7,460 7,460 7,460 2,785 6,415 6,415 6,415 1 x 3" SDS (6)'/4" x T SDS 2,565 7,330 17,330 17,330 7,330 1,845 5,280 5,280 5,280 ! (8)16d (6)16d 1,745 (30)16d (10)16d 3.745 (46)16d (16)16d 14,0951 Ya' x 3" SDS I (8)'/4" x3" SDS 13.410j Triole 2x Sizes 12 41% 4'Yrs 5'h 51h 4 4 (20)16d (12)'/a' x 41N SDS (B)16d (4)'/4" x 4'h" SDS 2,155 1,635 4,3 5,0 12 12 4'V1s 7'/4 4 (36)16d (12)16d 3,235 7,4 12 411s 7'/a 4 (20)'/4" x 4Yz" SDS (6) Y4" x 41h" SOS 2,565 .8,4 12 41% 9'/4 4 (46)16d (16)16d 4,095 9,1 12 4'YIs 9Ya 4 (28)'/4" x 4'h" SDS (8) Y4" x 4Yz" SDS 3,440 9,7 12 4'�s 101/4 4 (56)16d (20)16d 5,045 9,E 12 41% 12Y4 4 (66)16d (22)16d 5,515 10; Quadruple 2x Sizes 6'Hs 5Yts 4 (20)16d 8)16d 2,155 4„ 12 12 69/is 57/s 4 (12) Ya" x 6" SDS (4)'/4" x 6" SDS 2,375 5,( 12 69/11; 7'Ys 4 (36)16d. (12)16d 3,235 7,4 12 6% 7% 4 (20)'/4" x 6" SDS (6) Yd' x 6" SDS 4,020 8 12 69/ts 9Vs 4 (46)16d (16)16d 4,095 9,1 12 69;s 93As 4 (28)'/+ x 6" SDS (8)'/4" x 6" SDS 4,170 10, 12 69/is lOs/e 4 (66)16d (20)16d - 5,045 9,l 121 69Xs 12% 4 1 (66)16d (22)16d 5,515 10, 4x Sizes 18 3% 04 2 (4)16d (4)16d 1,165 Tl 12 3s/a 47/is 4' (20)16d (8)16d 2,155 4,: 14 3% 53/i6 3 (14)16d (6)16d 1,550 2,, 12 3% 4% 4 (12)'/4" x 3" SDS (4) Y1' x 3" SDS 1,635 5,1 18 3% 6'/4 2 ' (6)16d (4)16d 1,165 1,, 14 39A6 7 2 (6)16d (6)16d 1,550 1 14 3% 71/s 3 (22)16d (8)16d 2,000 4, 12 3% 7Y6 4 (36)16d (12)16d 3,235 7,, 12 3% 3�s 6% 8'Y4 4 2 (20)1/V x 3" SDS (8) l6d (6)'/4" x 3" SDS (6) l6d 2,565 7,; 1,745 1,1 18 4 3s/ 9 3 (30)16d (10)16d 3,745 5,i 7,460 2,785 6,415 6,415 8.860 2,890 6,050 6.380 9,100 3,525 7,825 7,82E 8,685 1,180 1,280 1,625 1,000 880 1,010 1,090 1,385 4,875 5,230 5,575 1,855 3,750 4,200 4,500 4,795 3,160 3,410 .4,265 1,335 2,390 2,710 2,925 3,665 5,165 5,165 5,165 1,175 3,630 3,720 3,720 3,720 1,500 1,625 2,660 1,000 1,125 1,285 1,390 1,765 1,815 1,960 2,470 1,550 1,365 1,555 1,6B0 2,115 4,770 5,150 6,440 1,720 3,615 4,095 4,415 5,535 7,460 7,460 7,460 2,785 6,415 6,415 6,415 6,415 7,330 7,330 7,330 1,845 5,280 5,280 5,280 5,28C 9 non 7 9sx; 9 970 1.500 1.565 1.765 1,935 2,45E 165 3,440 Code Ref. 17, L17, FL 17, L17, FL FL 17, L17, FL FL 17, L17, FL FL 17, L17, FL FL 17, L17, FL FL 1217, L17, FL V d C 17, L17, FL C O FL U 17, L17, R. W FL 17, L17, FL F- FL 17, L17, FL O a 17, L17, FL FL 17, L17, FL FL 17, L17, FL 1 12 a 3% 9'tis 4 (46)16d (16)16d 4,095 9,100 9,100 9,100 9,100 3,525 7,825 7,825 7,825 7,825 12 '3s/a 87A 4 (28)1/V x 3" SDS (8)!/4" x 3" SDS 3,440 7,415 .7,415 7,416 7,415 2,475 5,340 5,340 5,340 5,340 FL 12 3% 10MG 4 (56)16d (20)16d 5,045 .9,600 10,100 9i600 10,100 9,600 10,00 9,600 10,100 4,335 4,745 8,255 8,685 8,255 B,685 8,255 8,685 8,255 8,685 17, L17, FL 12 34'e 12'/s 4 (66) l6d (22) l6d 5,51E do t trete an ties 1. Uplift loads have been Increased for wind or earthquake loading with no further increase allowed. Reduce where other loads govern. 2. Wind (160) Is a download rating. 3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com. 4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSI/TPI 1-2007. Simpson Strong -Tie° Connector Selector' Software includes the evaluation of cross -grain tension in its hanger allowable loads. For additional information, contact Simpson Strong Tie. 5. Simpson Strong -Tie° Strong -Drive° SDS Heavy -Duty Connector screws are permitted to be Installed through metal truss plates as approved by the Truss Designer, provided the requirements of ANSI/TPI 1-2014 Sections 7.5.3.4 and 8.9.2 are met (pre -drilling required through the plate using a maximum of 352" bit). 6. Strong -Drive SDS Heavy -Duty Connector screws that penetrate a8 plies of the supporting girder (screws must penetrate a minimum of 1" into the last truss ply) may also be used to transfer the load through all the plies of the supporting girder. When Strong -Drive SDS Heavy -Duty Connector screws no pane p of the supporting girder truss, supplemental Strong -Drive SDS Heavy -Duty Connector screws at the hanger locations may be required to transfer the bad to the miss pees not penetrated by the face fasteners, as determined by the Designer 7. The supporting girder truss must have adequate thickness to accommodate the screw length, so that the screw does not protrude out the back of the girder. W- or 41h%long Strong -Drive SDS Heavy -Duty Connector screws may be substituted for the longer Strong -Drive SDS Heavy -Duty Connector screws with no load reduction. 8. Loads shown are based on minimum of 2-ply 2x carrying member for nailed hangers. With 3x carrying members, use 16d x 21h" naps into the header and 16d commons into the joist with no load reduction. With single 2x carrying members, use 10d x 1 %" nails into the header and 10d commons Into the joist, and reduce the load to 0.64 of the table value. 9. Nails: 16d = 0.162" dia. x 3'h' long. See pp. 26-27 for other nall'sizes and information. 237 -� III I • Ir- " Face -Mount Hangers Solid Sawn Lumber (DF/SPY ' The Joist Hanger Selector software enables you -the most optimum product for your project. The software takes into consideration all the characteristics seen In this catalog. Visit strongtie.comrhs. �9 These products are approved for Installation with the Strong -Drive" These products are available with additional corrosion V SO Connector screw. See pp. 39-40 for more Information. protection. For more Information, see p.18. Fasteners bF%SP Allowable Loads Installed Code Dimensions on.) Min Cost index lift Floor Snow Roof Ref. - Y L Model No. Oa W H B Max. Header Joist (160) (100) (t15) (125) (ICI) Sawn Lumber Sizes 20 1 %e 3'/e 1 % - (4)16d (2)10d x 1'h' 265 555 635 685 Lowest • 17,127, FL, L5, L17 W24 18 1,Y 3Ye 1'Y4 - (4) 10d (2) lOd 490 670 765 825 +3%•. 2X4 LUS24 t6 1 �s 3'/e 1 Yz - (4)16d (2)10d x 1'/x" 265 575, 655 I05 +¢�`�° 17, FL, L17 U24 HU26 14 1%e 3Ys 2'/4 - (4) l6d (2) lodx 1'h" 335 595 670 910 720 985 +owes% Lowest 11,127, FL, L5, L17 LUS24 2 18 3Ya 3Ye 2 - - (4)16d (4)16d (2) t6d (2)10d 440 370 800 575 655 705 +33% 17. FL, L17 DBL 2X4 U24 2 16 3'h 3 2 (4)16d (2) tOd 380 380 595 720 +240 ® HU24-2 / HUC24-2 14 3Ye 3Ye 2'h - (4)10d (4)10d 1,165 .865 990 1,070 Lowest 17,127, FL, L5, L17 LUS26 18 W6 4% 1V4 - (6)16d (4)10d x t'h" 565 635 950 1,030 + % LU26 20 1 %s 4e/4 1 % 2 - - (6)16d (4)10dx1Yz" 585 865 980 1,055 +43%, 2x6 U26 16 tea 4°/4 1'Y4 - (6)16d (4) iOd x 1 Yz" 730 845 965 1,040 +`460°k 17, FL, L17 LUC26Z 18 1 %e 4°/a 2Y4 - (4) 16d (2)10dxIYz" 335 595 670 720 AM HU26 i4 1%s Vs 3 - (14) t6d (6) 16d 1,550 2,720 3,095 3,335 +owest 17,127, FL, L5, L17 HUS26 16 1 % 5% (4)16d (4)16d 1,165 1,030 1,180 1,275 Lowest LUS26 2 18 3'/e 4'/s 2 - (8) l6d (4)101 740 1,150 1,305 1,410 +65% 17, FL. L17 U26 2 16 3'/e 5 2 - (4) t6d (4) i6d t,235 1,065 1,210 1,305 +172% DBL 2X6 HUS26-2 / HUSC26 2 14 3'/a , 5�s 2 2'h - Min (8) t6d (4)10d 760 1,190 1,345 1.445 +233% 11,127, FL. L5, L77 14 ova 5 a HU26-2 / HUC26-2 14 3Ye 5'Ya 2'h Max. (12) i6d (6) 10d 1,135 1.785 2,015 2,165 +254% ' 17. FL, L17 18 43'a 4'/4 2 (4)16d (4) 16d 1,165 1,030 1,180 1,280 • LUS26 3 16 4�a 4Y4 2 (8)16d (4)10d 740 1,150 1,305 1,410 17, FL TPL U26-3 2x6 14 4'1/e 4�e 2Yz -Min. 816d () (4) 10d () 760 t,190 1,34b 1;M145 + HU26-3 / HUC26-3 14r'Y16 4% 2'h Max. (12)16d (67 10d 1,135 1,78.5 2,015 2J65 1,070 Lowest Q LUS26 18 4'y41Y4 - (4)10d 6 16d (4)10d 4 10d x 1'h" ( )LUS28 1,165865 990 565 835 950 1.030+6%p127, FL, L5, L17 L'U26 20 4% 1% -() (6) lOd (4)10d 1,165 1,105 1,260 1,365 +23% 18 65i'a 1'Y4 - (8)16d (6)10d x 111" 650 1,110 1,270 1,335 +39°k " LU28 20 6Ya t Yz - (6)16d (4)10d x 1'h° 585 865 980 1,040 +43% • 2x8 U26 16 1Y,s 04 2 - (6)16d (4) lod x 1'h" 730 845 965 1,040 +160% 17, FL, L17 © LUC26Z 16 1%s 4Y4 1'Y4 - (6) 16d (4)10d x t Yz' 610 895 1,005 1.085 +251% 10 HU28 14 1%s 5'/4 2'/4 - (14) 16d (6)16d 1,550 2,720 3,095 3,335 +409% 0 " HUS26 16 1 Me 5% 3 - (22) t6d (8) 16d 2,000 3,965 4,120 . 4,220 +409% 17,127. FL, L5, L17 HUS28 16 1 Ye 7 3 - (4) l6d (4) 16d 1,165 1,030 1,180 ' 1,260 Lowest LUS26 2 18 3'/° 4'/e 2 - (6)16d (4)16d 1.165 1,315 1,500 1,625 +8% Q LUS28 2 18 3'/a 7 2 - - (8)16d (4)10d 740 1,150 1.305 1.410 +65% OBL U26 2 16 3'/° 5 2 FA - (6)16d (6)16d 1.550 1,695 1,815 1,960 +188% 17. FL, L17 2x8 HUS28-2 14 73is 2 21A Min• (10)16d (4)10d 760 1,490 1.680 1,805 +397% Q 14 3'/e 7 HU28-2 / HUC28-2 14 3Ye 7 2'h Max. (14) 16d (6) tOd 1,135 2,085 2,351) 2,530 +418% header fasteners. Uplift loads 5. DF/SP loads can be used for SCL that has fastener holding capacity 1. Uplift loads apply to 10d and 16d have been Increased for wind or earthquake loading with no 6. of Doug Fr. TrussS�20, n tension may �lle° dSelect�oAr ' further increase allowed. Reduce where other loads govern. 4i Simpson Strong Connector " 2. 10d commons or 16d sinkers may be used instead of the 16d at 0.84 of the table load value. software includes the evacuation of cross grain tension in its hanger loads. For additional,information, contact Simpson Strong -Tie. • .� H specified 3.16d sinkers may be used Instead of the specified 10d no load reduction. (16d sinkers are not 7, allowable Nails: 16d = 0.162' 0148" dia. x 3'h' long, 10d = 0 24_8' dia27 l 3" long,ther nail sizes dia x 1 W long. See pp.6 commons with acceptable for HOG applications.) load values - fill all round holes; 10d x 1 Ih° = and Information. 4. Min. nailing quantity and load - fill all round and 'Hangers do not have an Installed Cost Index. f (ang Max. nailing quantity and values f� triangle holes. Codes: See p.14 for Code Reference Key Chart