No preview available
HomeMy WebLinkAboutTrussez— 19-4' Products PlotlD Net Qty Product Length Plies J1 9 16" BCI04500s-1.8 18' 0" 1 J2 3 16" BCI® 4500s-1.8 16' 0" 1 J3 10 16" BCI® 4500s-1.8 16' 0" 1 J4 1 16" BCIO 4500s-1.8 16' 0" 1 J5 1 16" BCI® 4500s-1.8 16' 0" 1 J6 3 16" BCIO 4500s-1.8 4' 0" 1 J7 10 16" BCI@ 6000s-1.8 21' 0" 1 J8 1 16" BCIO 6000s-1.8 20' 0" 1 J9 4 16" BCI® 6000s-1.8 20' 0" 1 BM1 2 1-3/4" x 16" VERSA -LAM® 2.0 3100 SP 20' 1 1/8" 2 Bk1 18 16" BCI® 4500s-1.8 2' 0" 1 Bk2 4 16" BCI® 4500s-1.8 1101, 1 Connector Summary PlotlD Qty Manuf Product Skew Slope Hut 24 Simpson ITS1.81/16 - - Hu2 15 Simpson ITS2.37/16 - - Hu3 16 Simpson IUS1.81/16 - - ran tuDue h'RbaW®S M L. 31llmMla6 IIffORC sec7rw O NRRD 10 lmtAss t -- 21'-e le-0' PA. Gl-e Avi d—w4 ol-u Totat Truss OumtRy . 107. THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. PLL . .. CONNECTION.I o � I r u TYPICAL 7' SETBACK CORNERSET LABELING AND SPACING DESCRIPTION INIT. DATE =x Imum 111r lam VIdAWMR Ins Llaa M Vp/a 6II am Lau am NYa Faa DC tau .w, 4Na wa NZ UM Lm Ialtr/a Im Na troll m enam Im LD lam rL5[ LnD D1! ddB Il.al K¢ ram m uv LOAD# DESCRIPTION INIT. DATE d or oa. IMI L:C tar erma oN as aama as twain m IiV.Itf= .RI er" m ICVi! aM61a1 M M LD r41e/ID Oc- Z O ti vfi r LD a am m Rcm r.121Der a m LD 9AM a Ipl® anma W a/D/m ev rtr� to unim �m IwD:tmmtvaatsa rrnl rasa®� HANGER CHART d6= HUS 26 (SIWSON) A \. HUS26-2 (SIMPSON) l.".d Ed Yak General Notes 1) All0 pawl dvd 4i. flat fnw ad Got he kmtdW W e h tp6 Potiled tom A hap= to be Sing m RM6 mlm aft�M 2) notd. 3) � wxi,p (a 2V D.C. whn otl�tea 4) panam, XHatshmdig ihoM plaW ut a nwi= epad,q 15' QC a Poe wm4 to bs ,heated at a mmtmm of 2W baNaen each X-Non ftm*aA 6a Lhuchm Plane rttfe to 8C -81 for aV odd5ad Nang delah. ROOF LOADING SCHEDULE TCLL = 20 PSF TCDL = 7 PSF BCLL = • PSF BCDL = 10 PSF TOTAL = 8.2 PSF DURATION = 1.25 % WIND SPD/TYPI= ISO ENCLOSED BLDG EXPOSURE = C USAGE = RESIDENTIAL CAT II WIND IMPORTANCE FACTOR= 1 UPLIFTS BASED ON= 9.2 PSF DESIGN CRITERIA FBC 2020 TPI 2014 'boss membn design & connector plates e dcsi ed for ASCE7-16 and tm im forces from both components and claddings and main wind force resisting systems. • These trusses have been reviewed m carry additional 10# psfnon-con t bottom chord Svc load. LFORADING SCHEDU = 40 PSF = 10 PSF = 5 PSF = 58 PSF ROOF DESIGNED FOR SHINGLE ALL REACTIONS OVER 50DOI AND UPLIFTS OVER 1000E ARE SHOWN ON ENGINEERING. WALL KEY 08'-8" MEM ®18'-1'1 LOAD DESCRIPTION IN1T. DATE Im mm m u/m/m aY 11S LaLI LD e/LIm LOAD/ DESCRIPTION INrr. DATE W laanm LD 7/MM tR um LID Ui a Rvrrrt Iss LD M44M uh Teo to LDaa m eimm NER-CARPENTER CONTRACTORS OF AMERICA 3900 AVENUE G. N. V. WINTER HAVEN FLITRIDA 33880 PHONE-<800) 959-8606 FAXI <80) 294-2488 BUILDER DR HORTON—BIWARD PROJECTCREEKRIDE MODEL 4EHB/ HAYDEN/ H CCA PROJ/MODEL/ALT 7A5/320/4EHBH/01 ALT DESC 10' X 8' COV. LAN. OTC 3349 TRINITY CDR k.LOT 83 BLOCK DESIGNER PAGE RAA 1 1 ATE 10##24 17OLAN N362326L 3ALE 6 "=1' •c _ ALP E March f-3,-20.19 m UWCM'* IPM4, Mir. Bob. Michaelis Car'. 'ht r-00.6tr6dtWs OfAmdriba,inic'.. e P ,390QAveijue 0.... Norihwest. Winter HaFveh,.:'FL 33880-6201 Re: Alternative fttd1lations.-for 6 single 01y carried truss with a width less than the hanger width, ,and . wbod.blodki g lq achieve fUll design -for fo'ce-mounted.bgrigeraft -hiont­ -a,oh#ply� loqd'valluo. .a6h on .supporting girder (Rbf&6rr66 Mail WMM2).. Dear Bob, Fora single ply carried truss with 'a width less than the hanger. Width you'" can.ihstalf:a. prefabricated jack. scab truss: (?11) fQr woodfiller bl6ckiogi: The, chord : sites- -'qhqrd..gTa0es, and ApirTo!o6nnect6r.plate(s) to y The prefabricated s ve.a.minimurn be the. same at ffie sirigle'.0'".carried tr.'Uss.' cat6d.j k1!!§dab'tr" ha' minimum pit6h.:of 5112, The single ply carried - tv.psg length of 481' and will have a M.!ni M. shall have: a. reaction of 3,.500.# or less. Attach 'prefabricated. jack:8cab: truss. witlI two. of 0.1 28.nx3 ff" GUn Nails at'2' P16as6-t6f6r16the Simpson trong S" -Tie..Catal 2010,.ppqq 216. Figgre:3 for more information, Figurie.."I For -a single- ply".-glM e­rthat requires wood blocking to,adhibive:�fUll design load valuefor face -mounted hangers -attach one wood. block 19 'the back face of ffie. single :ply g�r.dqr with the: same site and Q. with grade..as the bottom.- chord.Of the. single ply girdbr. The: o6d: block length to lie such that."the -w6cid blocking ,e)�teqq§to earl j� adj.acentpah6l Ooihts �(Webs'-Afid bottom. chord intersections),:, Attach wood b O*CK: C)"Wit. x3. 0" 6 -0- O.-C.. per, ow,.staggefad 3.0" applied to the l h wa-P) rows.-46.1 -2 G4n N'Jils dt. r 676o Forum Dflive 8uite 305, b.rland.q, FL 32821 = (OQO) 62-1-970.6 '­'(85.3):422-8685 -.www.alpinei w.,00m pw .AN. awcomw single ply-girderf6c% With an additional (20) O..l.�28'.lx3',.O"'Gun *:Nails at--each-pane'.1.point applied lo'the, wood . blodk.fabe(S6e Figori3'2 b-e,li3.*.)..Ple.as6refer tothO.�SimOsdh$trohg�T.ie:C6t'a'lbg Cre-20193 -page 216, flo.Ur.01'for moreinformation. Figure Z:, . ......... ......... ... .... ... . ......... .. .. .. .. ...... ...... ... ­­­ .. ... ... .. .. .. . ........ ............ ............ . .... .. ... ......... .. ... ......... ... .. .. . . ........ ... .... .. ... . ... ........... .............. The -application of prefabricated jack 'scab truss forwoodfilldr'blockin.'g :or Wood :bJockipg to.: pph.jqv.e. fUll. u design load value for face; -mounted hangers, must be -approved by the. hardware. rnpnufa .00rer..- At! edge and end: distances, and. spacing 'for . ali nail connections must be su . ffidi6ntto preventsplitting of "Wood., if I can. be. of any further.assistance,.o.r if. you have any: q uestion.si pleasqgiye-meacall.. Nio.10861: I STATE. (IF' William K Krick P.E.. V, Chief Engineer Alpin*e.a 11-w Coni,r) n any elf, Engineering POpqrtment OHandoi FL 6750T61rium- - NV& SORO'306,0flan' d6,. FL .32821 - (400)521 -9790 - (.863) 422-8685 April 26,':2019- Mr. Bob Michaelis Carpenter Cobtradtors ofAtneridA, Ind. $9.00 Avenue Q, Northwest wiritet Haven, FL 338 8 0-6201 Dea.r. Bob,. .R(§* Strok ba'ck bridging 6n'fb6f trusses. I understand -thete is -sorhe concern over our recommendations f6r.strdhgback- bridging on roof trusses; StrongoAck bridging - for roof trusses is not a:requirpment of:AN S.kTPI 2014 nor is:!.are qWrementofthe. Building Component -Safety information- .(BC.SI):. But strongback bridging, orf roof - :trusses it s by C4rpphht&.Co­ht -.6f. menca: -St6hgba6k brj�O�Ihg,: UP$ .9 :..-._recommended.e -the follovvin Wo. functions; One, bridging aligns the bottom -qh_o..r...d..s �.after..-they: are. set so.. they are uniform along the ceiling fine and h ' T.woi bridging reduces relative deflection i6h of. adjab6ht:tirUssdg: Strongback bfidging.does riot: prevent or reduce -overall individual cleflectian, espedially ariy r66f trLi§s6s, than inch. ...............deflect (pg 14 ...... . ...... ....... ............ ... ....... .. .. . Strongback. bridging in roof. trusses doe's not serve* as teml5br 6 ry . or Pcifta'66ht: bracing % and is, not i . hton,ded* to' dis'-trbute. or share design' loads. between trusses. Consequently, , no dp.sido load* have: ' .been accounted for'With this. detail and continuous: Wdhgbac k'bHdg1hg should ' not :be :attached between cofnrhon and :girder i -trusses- - The use :of strongbaqK bridging shall not. `interfere with other- design ;.r.der considerations detati6hs as. specified . by. the Enghebrof Record or the. Building: Design,6r. The outer ends of the bridging shall be attached. -to a wall or anothorsecure end. resira,int'. of ap..sppcified:.Py the 5rigiheeir- of Rbbord or.the Buildina.136sidindr. Strongback bridging shall. be -'a minimum Of 2X6.nominal lUrnb6t ofidht6cl -Mith the depth Attach with 8) 16.d :common nails '(0. 1167"x&: 9 nails at;. each intersecting When extending the- h 'do :strdngback bridging overlap by at. a.minimpm -qf..two fr.ussps. The location of. f. � e�-. strQngback bridging irig'. P Y fa 9 maybe spedifiecib the-TrUis Manufacturer,: Ehgirie& of R6dord, or Building Designer: e BGS! "Strangbacking Provisions" or tP..Al in*- STRgRIOR1.014 detail for more information The, graphic .§hoWh (Figure- 1) is for. -generic IlluWAtivi 'pUrposeonly. 67.0. F.6ru!n Drive:S I uite 305, QMndo, FL 3282-11- (800) 521_97K -.(863)42M685 'vhv—wIWPin&itvV.jtom. ALPINE 0'.]L5 -Not Fllgwel, If I. - can . be of any further assistance' orif you have .any questions; please -give. me a call. WiIIia&l.H.,Knck-10_'E. PhiefEng-k9ee ' r Alpine an !IW..Co.mpany Engineering' Depait me'n"t Orlando;. FL 3282.1. Forum Drive Sbite.-365, Orlandd, FL 32821 -; (800) 521-9.790 - (853)-.4224685' STRONG -BACK: .BRIDGING RECOMMENDATIONS BUTT §TRBNGBACKGETHEq 1' is All sc6b7 -.on blocks shall bz.-cx.minimum. 2x4 ' BRIDGING TO 'stress gradedgradedLumlumber;' M-AL..s-trongback bridging .and bracing s . h&L . ( :be :a. mIMImurq x sgraded,- .lumber;' 4 0►Thepyrpose of 5-troM�briclha.ls, to 6 ATTACH SCAB WITH*l0d;Blx�GUN.. i Ceveiop Aomcsharing n:lnrlvIdUbA trusses,, ; 4! -V Zx6-MIPEN=). WAILS IN-2 ROWSAT' D.C. rest. In -dn 'b�4ral.( lhcr&a!Eie- jn'-,jh .,SCAB' ..6, NOTE, :IN LIEU.VF- SPLICING. AS'SHOWN, • stiffness' of he. floor system, LAP"STRONGBACK-1RIAGING MEMBERS- Fak-:AT'LEAST ONE TRUSS str.-ongback. b)�Idglng, pdkl�tlohdd as.. �s�.hawi ' In n STREINGBA.CK'BRIDGING: ':SPLICE 'DETAIL cletalls, Is recommended .at 10' "C', o.c. (MCLXI> J` om--Tho- -.terms.- -and 'bracing` are. some -times NOTD Details j and R.-arlL, the :pl''ef.er6?d' 6ttatkmen't Meithods. ATTACH STRdNdAck TO WEB V/ W 10d.- C13WHON mlstakenkyusecl.-"Int"eychongeab(j..'* 'Tr.adih :an impqrton**t structurod requlrem'ent- bf floor NAILS :any' t. Tru 51g (T D) TOO. "the,brgdnb r" ulr.'0m.e is 'for n I each n g. -6c. ... dlVldIQ0LL ...truss component. 'Brldgln I particularly' `stronQbqdk-'l.brIdg!r)g' Is. a:.. rec6mmphdation- for a -tr.9- :5�yto. help astejm con- . vI bratloft In: :dlho..'In the: tr.P . addition. -to I distribution of point' loads betw4tih adjacent' s .0 t6 �t.r ngback bridging,serves � reduce (a) STRONGBACK BRIDGING. , SPACING' REQUIREMENTS W . io MY Nbnw r6aubed kun� g ut. mg: from moving point Ibadtj%:such as foc)-tst.ops IV io.,2V I-rvo:(At curkr of vW The Pierf ormanc'e. of OLLL floor systems -are 3kMMM 8! .xa0l) OR * MlesliclV) �NAILS AT 2x6 IGBACG - (MINIMUM) STRON - BA K W,;; 40 enhanced by. the. IntA 'lah of ..t atliat strop atk. .1 . I -A2...k MM.:UF 2x4 RESTRAINED EAcH.END. ' 5;i-r _4V M V)hc *&� i2mr, Malp, . bric . [gin and -therefore . U. strongly recommended tTR AN ffWGDMPAW 12793 FlIvi*4 Odra SM14 Ma .XBMWN&,M06304]- lay Alpine, (A k8l. For additional lr)fdfmo:tIoh -,.5trQngbaqk refer bridging, t.�,BCSI au'Roling Component Safety Information). ATTACH S7RONGIM! M BOTTOM. Dom. WIN kO H lAOk BRIDGING ATTACHMENT A .TNES w VPJU":,TM MMLLEr. V•C0WVVLl= LL: PSP REF -STRONGB AQK No. 70861. TAX PSF. ATE -b -W.0/14 all lip SIDL PSF- PRYG jSTRBRIBR1014.- -LL PSF 8 T-I�TF, - F PSF Mau ii7' sbl!ftM.'psR�k' . t'^ No MOO TFa�rr pp����yy}}' �l�1��•:rtr�{�rig z � � r�' air Q . erg s s,. SH00r«a . � i�f� ATE�1 ���� 17�i�'. �i�`:laf�E?�F�:.�. 00'., I# 101��i#Cd�!"'it�l�l �f►��'irFf3l�L .- I� 'C�'N AT L .A,—%.T �W TRUSS: S..- . etc I SM� -APPROPHTA : ,P .` I ANN. :.LlMBR 'L ? 5 AND.: WHE'S DATA 3ut#'d.iue:M--o:t14 &l. ���-�:4tl'it,�'}��� �:�Y �sf;! ���,:. jA,�!;�',4� �'. .'�iEi'if�i��!ti�••.� ': r�F: ��� 2p���.�1�� 0k 37ftk''1`DA.: f�f o.ry icltR .sf r1"�nyer, '`T �) 5 pp". {�''!�' (f�l'}�� (' Fjy� .. ,y{��,�'y' ... - •�M"�-i• .L-00 Ri�n, • -- 685 M1 F •�" l y' - ,w , Yi.*T `�M1 1A.•: I ro r I : .>.. , :,. .�. -. .v��•x c,3r;.n„+...,..rle..�i,.ornRl,....,. a�� -�..r;:,r::ir;�r::»r=' .I—i-�:n� `',-+- _ '•;I•r-:,'M-.�;.ac::••,I•-. -- - - - - - ....y.,..a•:;....,.:.,� . , I.. , , . kti y,� �j fir, tl' •`` i;; I • I J < ' w:l Is r : E. NONS lxaz - ty:,l .'Y.=i C_^_o . ice- d .,F�' � '• .. � r •���i .: i�: •�»��i'�-�.._;. � . LI'• E�7 Cap 30.7-4 Ml r\N .. xFL�'8 E � i Cracked or Broken This drawing specifies repairs for a truss with broken chord or web member, This design Is vaLM only for single ply trusses with 2x4 or 2x6 broken members. No more than one break per chord panel and no more than two breaks per truss are allowed. Contact the truss manufacturer for any repairs that do not comply with this de -tall, (B) = Damaged area, 12' max length of damaged section (L) = Minimum nalling distance on each side of damaged area (B) (S) = Two 2x4 or two 2x6 side members, some size, grade, and species as damaged member, Applyy one scab per face, Minimum side member length(s) = (2)(L) + (B) Scab member length (S) must be within the broken panel, Nall Into 2x4 members using two (2) rows at 4' o,c., rows staggered, Nall Into 2x6 members using three (3) rows at 4' oz., rows staggered, Nall using 10d box or gun nails (0,128'0', min) Into ear-h side member, The maximum permitted lumber grade for -use with this de -tall Is limited to Visual grade #1 and MSR grade 1650f. This repair detall may be used for broken connector plate at mid -panel splices. This repair detail may not be used for damaged chord or web sections occurring within the connector plate area. Broken chord may not support any tie -In loads, S• L 111110. L �Typico. + o + o + o' + o 0 + 0 + o + o + Ste agger + = Back Face 10d Box (0.128' x 3', min> Nallsi 0 = Front Face 2x4 Member - Doubble Row Staggered 2x6 Member - Triple Row Staqpered Nail Spacing Detail Member- Repair Detail Load Duratlon = 0% Member forces May be Increased for Duration of Load Maximum Member Axial Force . Memloeri Size L SPF-C HF DF-L SYP Web Only ' 2x4 12' 620# 635# 730# B004 Web Only 2x4 18' 975# 1055# 1295# 1415# Web or Chord 2x4 24 f 975# 10551t 1495# 1745# Web or Cord 2X6 1465# 1585# 2245# 2620# Web or Chord 2x4 30' 1910# 1960# 2315# 2555# Web or Chord 2x6 2230# 2365# 3125# 3575# Web or Chord 2x4 36, 2470# 2530# 2930# 3210# Web or Chord 2x6 3535# 3635# 4295# 4745# Web or Chord 2x4 42 2975# 3045# 3505# 3835# Web a Chord 2x6 43950 4500# 52254 5725# Web or Chord 2x4 Be . 3460# 3540# 4070# 4445# Web or Chord 2x6 5165# 5280# 6095# 6660# NlNnun a L L Dlstwee Minimal L Db:tnner 8 "VARMN011s READ AHD MUM ALL HGTU ON THIS WAVI1401 WWORTAHTss FURNISH TICS TRAVM Ta ALL COW111470RS INCLISING YK MTAILGRS, REF MEMBER REPAIR DAT� 10�01�14 ,. Q �� 7russrs require ewtrtne cart h fakelcathlg, hw%Mlra, shpPk�o metal and bradn0. Refer to and follow the laisst edHlan of hest ®Lading Comfwwnt S¢fety in(ornotlon, by 7p1 and SDCN far s¢erty Vic prior io perfatrnbli those functlons. installers sh¢11 provrle tsnpororyy �bractn per 7CS1. unln¢ need otherebu, Lcco chard � shall have property attached structural shemA end hattan eltard shall have a properly attacked aCS erllno. Lamtlons shown for pernonent lateral restraint of webs eFNIt hove bracing Metalled per 1 se 13, a7 or atD, as applicable, Apply p�'� to each face of truss end "Van as shorn above end on tine J¢Ini artalt, wllrss note aiherwise, Refer, to drawNpi faaM2 I¢r standerd plat. polltlons, _ DRWG REPCHRD1014 AN RW ODMPI�HY IaaeDLakeAromOdva Eadhalty,M0e3045 Alpht, a dNialon of ITV ILA tlln Components Dre Inc, shall not be responsible for r drvl0lan iron tNs drawing, any faAurr to j;J J` he truss In canfornance with ANSI/Trt 1, r for hand 0 shIppho, tntallmilon O •hbrracMp of trustee A Sr¢l'm ilda ernrhp or cover pope listing iNs draskg. Indcates acceptance of professbnaL erphrerMo rrganslhiNYy, solely for i f! t Iselyann shown. Thr adWbuty ¢nd use of iNs ddrarM+O fr any tUre Is ills rnpahsLAky oP the AJkMq Des 1 per AHSwrl t Sect For non Infarnnilon set thle.,Iob's general notes Ppeppe and tinter rrb sltesl ALPINO sw,el neltw,eenl TPL we,tplrrt,orgi SDGr rww�sbelnductrya V, 1CG rwdacsafe,org , , ' SPACING 24,0' MAX e 0 R)Cfd.E BOARD WO Lumber size and drade-Minumam Requimmignts R .ak6 --b- -Z�xr-.W4 ! ctm; .m�.;s#comm Pid-t-Out-, ..r T Sleepers fat -W 16 w III it *s6vaty-spiewde beih PQM4 * . .OqLLARSEAK.EVERY 7WRQ, PAIR,OF RAFTERS P -MOSPA-IGING 44)" Of Valley kro IbAL a P TYPICAL 40MMID 2�e4 rfln-24" 0. ;SPA itio 24-Ab.. MS -2x4- at. KINA .(Yiiwrq no. h a. 169. ap I a Ok LOVROO-V PLA N- rafter If t2knpa wheds):.4qW-w 14M§ lCurgrtJuss -'hd' r a-etl#+ '11 �M7&jWfi-yalley WOW ill-'b' 4P19 all 'Aallothp I -Max[Mu(n rfik).A 'rdb'f height; 30-1veL 14p mphI.En4osed, Cat I TRUISS- ' ER VALLEY FRAMING VALLEY RAF1 EIR-OR RIDGE +qrfpoleb,-41-M1*1dr-30 PSf (TL)'Itnd -26 POf (TID).Mak. nawcrk(hv. td . JR -i. -urniffiriiiO.A40 4 ails C-iTvP1& 16 f laii. 3. CrIp" sheathing 4. . . . bjb4kIhk 516ciltoo Mftdyt&%WOL2X6 sleepers. 426dtoe-dalfi S. -Ste-ape td-tr.tvi- 4*16dtd&ftll5 T.Wd*.-bITsl4d06e,Xh:fKj St 3160 tdd-1.rjjUs. ,ea.ch sleepe .6. Aidge1ohrdic roof bldck 415dtoe-nSlils 'REGMFOR PnV�i -y .-R-,d'S"e-16.2fed fojr.Wes- 436d-tdtA,4JJIs S. .-Fruffiri to (Typl, 3;16.416a-nofjs. .g. Trizi..t0:6 I bo4kme 416it.tocrA511$ 10. Truzs-td;krlophi. 416kf-toVrraif5 rrusq,to du�.Ip- 4-1G.a.tOe7Wl1; :AREUSED) -13. Cbll4opeam ki3--YaftdO 4 16d*toe-nalls. NOTE f.1aiOAG2N9.S­-y COMMbff NAHA T L� ;9.6'-30 46 54 9t, r NktLf-'Y Vd,' WWMMO� W-6 90; F6=0 Al "=I -MUM, rUF4=;TF= WAMIC V d wjo-Rt. 64 S$W, . . 0 * TC DL- It ZO 7 '? DAT9 !O/PI/1'4 for_- irt -f4 ory , m, , , , praclrui,. prior: id t6- DA w -.4ww ., 0 .0 0 0 DRW.G V q -4�N f T, 9', OF I INVI80101S ur��sz rat ...,w eut: -i&; TA ww. b. -ti,6 J-ih Wo, laaq E.S."r.....M., 4 A N, =1 41.4 :-w = . %1 - , lt� BC- LI, 0 .0 0 0 60.� 'plate W - . �N a, dvls7on of -.4, ot ro — .2Yo'h,ad'+tt'tritYr'heenfarhance'ektl'nit5t/T�t.L or fa. d % r-1 -7 61 OR 1-9 TOT. LD..5'0 50 4 - m uw C &4PAW cau WOO" srtaCon ..Of f PoroAm %w W NN 0�,- rA;,- ABOVE i iNx.J;b'% mwb. , I : . I . . -W. #LPZZ-wwwAh*wktk;;v.� k�� X=O "M • Face -Mount Hangers - I -Joists, Glularn and SCL ........... .......... I ........................................ . ............ ......... . .......... . .... I ............................................ ........................ ............................................................ ........... - .................................. . . . ................... . ...... . . . ........... . . . ..... . ...... . .. ... . . ....................... . .................... . - [D These products are available with additional corrosion protection. For more information, see p. 15. Codes: See p. 12 for Code Reference Key Chart. A M EM Carried -Dimensions F' asteners Allowable Loads ! Member (in;), . 0 A c ' bFISP �Joist Wodel MW Cod6 S lze. NO Web Max ea er Species H" d S POPI. r, Ref. StiffB Rqd, *' ,,� H Face joist Uplift Floor '(100) Snow:,, Roof Floor. Snow, RooV Jim '(115 5(160) Y 15)f(1251 Min. (14) 0.148 x 3 70 1,660 1,805 1,805 1,425 1 IUS2.56/16 2% 16 2 Max. (16) 0.148 x 3 - 7 .0 1,805 i'8_105 1,P :. 05 1 11,555 1,555 1,555 21/2 x 16 MIL12.56/16 29A6 157/16 21/2 - (24) 0.162 x 31/2. (2) 0.148 x 11/2 230 3,455 3,920 4,045 12,970 3,370 3,480 U314 • V 29AG 101/2 2 - (16) 0.162 x 31/2" (6) 0.148 x 11/2" 970 1,945 2,205 2,37511,675 11,895 2,045 HU316 / HUC316 V 29AB 141/8 21h - (20) 0.162 x 31/2 (8) 0.148 x 11/2 .1,515 2,975 3,360 31610 1 2,565 2,895 3,110 IBC, FL, 0 . MILUZ.�64' -1, 3( 2; (�6) 0.162 x,3W (2) 0.148 x 11/2 74 5 4704 5 ��04 "I � I f, � LA ,2-Yk 18 'HU316 /,HUC3,16 12"As' 2 M2 01 62x3!W' 0)", `,(8),OA48X1 Id"' -1515 2,975 3,36013'610 25 21/2 x 20 MIL12.56/20 12�/,. 191/,6 21/2 (28) 0.162 x 31h (2) 0.148 x 11/2 1 230 4,030 14,06014,060 13,465 13,495 3,495 21A6 x 91/4 to 26 29AB" wide joists use the same hangers as 21/2" wide joists and have the same loads. MIU312/91 9 146: X x HU -2 / HQC21 _Z_1 . 910 I Pl-✓ 'A*� I - " " Max�X. 0 X 48 x 3 55, 2,680 3,0201 1 1BG' MIL13.12/11 131/.! 111A 21h _20) 0.162 x 31h (2) 0.148 x 11/2 230 2,880 3,135 3,135 2,475 1 2,695 12,695 FL, gX 11 7/S 1­11.12'12wZTHUG212-2 +.•1 ✓ 1 31/al 109A6 21/2 Max:�_ - (2 2) 0 16 2 x 31/2 (10) 0.148 x 3 1,795-3-275 3,6951 aXO- -2;820-1-3,180 3,425 1 LA FL 1BG' FL 1 31/2 x 51/4 IHHUS46 1- 1-1 1 - 13% 1 51A 13 1 - 1 (14) 0.162 x 31/2 1 (6) 0.162 x 31/2 11,32012,785 13,155 13,40512,395 1 2,715 ",930 IHGUS46 1- 1-1 1 - 131/.1 47/t. 1 4 1 - 1 (20) 0.162 x 31/2 1 (8) 0.162 x 31/2 12,155 14,360 14,885 15,23013,750 14,200 14,500 1 7­11"A". rlr1UO!io T I 'I �_,178'1 4 ZB' 1, ftIVIVI Oq t4v I 01y"11) J'xt'vvy 1111, "i �HdUS48" 3%f 7M� 4 "J, I (W)OA201/ '(12)0.162X31�� �3,"�3& 7,466 7A d Z4601 6,415 6,415, k415 IUS3.56/9.5 35/81 91h 2 (10) 0.148 x 3 - 70 1,185 1,345 1,455 1,020 1,160 1,250 MIL13.56/9 . 3%, 89A. 21h (16) 0.162 x 31h (2) 0.148 x 11/2 210 12,305 2,615 2,820 1,980 2,245 2,425 U410 . V 39A61 8-'A 2 (14) 0.162 x 31/2 (6) 0.148 x 3 970 12,015 2,28512,465 1,735 1,9651 2,120 HUS410 - - 39A61 811A6 2 (8) 0.162 x 31/2 (8) 0.162 x 31/2 2,990 2,125 2,420 2,615 1,820 2,070 2,240 HHUS410 0 - 3% i 9 3 (30) 0.162 x 31h (10) 0.162 x 31/2 3,565 5,635 6,380 BA45 4,845 5,486 5,545 31/2 x 91/2 HU410/HUC410 . . . I V 139A. 85A 21h I - 1 (36) 0162 x 31/2 (12) 0.162 x 31/2 3,235 7,460 7,460 7,460 6,415 6,415 6,415 HUC0410-SDS . . - 39AB 9 3 - (12) 1/4" x 21/2" SDS (6) 1/4" x 21/2" SDS 2,265 4,500 4,500 /L506 3,240 3,240 3,240 HGUS410 0 0 - 3% 9 'A 6 4 (46) 0.162 x 31/2 (16) 0.162 x 31/2 -4,095 9,100 9,100 9,100 7,825 17,825 7,825 FL, LGU3.63-SDS . . - 3% 8 to 30 41/2 - (16) 1/4" x 21/2" SDS (12) 'A" x 21/2" SDS 15,55516,720 6,720 6,720 4,840 4,840 4,840 LA MGU3.63-SDS . * - 3% 91/4 to 30 41h - (24)1/4" x 21/2" SDS (16) 1/4" X 21/2" SDS 7,260 19,450 9,450 9,450 6,805 6,805 6,805 11US156/11;88 1,'� 2 x 70, 1149 1615 1174511 .22 " 0;1 1.340fl485 ' I .46 See footnotes on p. 150. THA/THAC Adjustable Truss Hangers This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower installed cost, or a combination of these features. The THA series have extra long straps that can be field -formed to give height adjustability and top -flange hanger convenience. THA hangers can be installed as top -flange or face -mount hangers. THA4x and THA2x-2 models feature a dense nail pattern in the straps, which provides more installation options and allows for easy top -flange installation. Material: See table Finish: Galvanized. Some products available in ZMAX® coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. The following installation methods may be used: • Top -Flange Installation — The straps must be field formed over the header — see table for minimum top -flange requirements. Install top and face nails according to the table. Top nails shall not be within 1/4° from the edge of the top -flange members. For the THA29; nails used -for -joist --attachment must be driven at an angle so that they penetrate through the corner of the joist and into the header. For all other top -flange installations, straighten the double -shear nailing tabs and install the nails straight into the joist. • Face -Mount (Min.) Installation — Install face nails according to the table, with at least half of the required fasteners in the top half of the header. Not all nail holes in the straps will be filled. Nails must have a minimum 1/2" edge distance. Straighten the double -shear nailing tabs and install the joist nails straight into the joist. The face -mount (min.) installation option accommodates conditions where the supported member hangs either partially or entirety below the header. • Face -Mount (Max.) Installation — Install face nails according to the table. Not all nail holes in the straps will be filled except for the following models: THA29, THA213, THA218 and THA413. For all other models with more nail holes than required, the straps may be installed straight or wrapped over the header, with the tabulated quantity of face nails installed into the face and top of the header. The lowest four face holes must be filled. Nails used for the joist attachment must be driven at an angle so that they penetrate through the corner of the joist into the header. • Uplift — Lowest face nails must be filled to achieve uplift loads. Options: • THA hangers available with the header flanges turned in for 35/e" (except THA413) and larger, with no load reduction — order THAC hanger. Codes: See p.12 for Code Reference Key Chart for ,422 for 122-2 126-2 UIN'THAC422 Face nails Top nails pertable per table 13/4' typical 21h' for THA422-2 and THA426-2 THA418 2� 1/ayl 8ffi ° 'affi hw 21t1 THA29 Double 4x2 — 2 face nails Use full table value (total) Straighten the double shear nailing tabs and install nails straight into the joist Typical THA Top Flange Installation on a Nailer (except THA29) THA422 Face -Mount (Max.) Installation Straps may be installed straight or wrapped over with tabulated face nails installed into top and face of headE ® Double -Shear Double Nailing Dome Double -Shear Shear Side View; Nailing Side View Naiing Do not CC (Available on Top View bend tab some models) Single S1 nailer Straighten the double shear nailing tabs and install nails straight Typical THA422 Top Flange Installation on a 4x2 Floor Truss THA44 Face -Mount (Min.) Installation �er to tnote 5 p.187 86 Top Flange Installation U z a 0 0 U 0 z 0 Cn z 0 rn 0 N 0 rn 0 N U U THA/THAC Adjustable Truss Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. 0 1.,ffikle $, ads THA29 18 15/s 9"fi6 5'/e 11/z - (2)0.148x3 (6)0.148x3 (4)0.148x3 1 525 1,750 1,750 1,750 1 450 1,3301,330 1,330 27/s - (4)0.148x3 (6)0.148x3 (4)0.148x3 1 525 2,61,32,610 2,610 1 450 1,985 1,985 1,985 THA218 18 1 % 17-i6 51/z 1 2 - (4) 0.148 x 3 (2) 0.148 x 3 (4) 0.148 x 1'/z - 1,460 1:460 1,460 - 1,110 i 110 1 10 IBC, ,ThtA218 2 16 .3 17�1s , (60148x3" 19c D 4D0J6>!z FL, . LA THA222-2 16 31/a 22'6 8 2 - (4) 0.162 x 31h (2) 0.162 x 31/z (6) 0.148 x 3 - 1,960 1:995 1,995 - t;49U 1,515 1,515 `THA413 18 35/e. 13V's "4'/z ` 2 � - _ . (4) Q 148 x &" ;; (2) 0148 x 3 "x --77777 " (4j 014$ x 3 1 3t THA418 16 3% 171/z 77/a 2 - (4) 0.162 x 31/2 (2) 0.162 x 31/z (6) 0.148 x 3 - 1,960 1;995 1,995 - 1,49U 1,515 1;515 THA426 114 1 35/s 1 26 1 77A 1 2 1 - 1(4) 0.162 x 3'/z1 (4) 0.162 x 3'/z 1(6) 0.162 x 3'h1 - 12,43512,4351 2,435 1 - 12,09512,0951 2,095 FL I THA426-2 114 171/4 126'161 93/4 1 2 I - 1(4) 0.162 x 31/z1 (4) 0.162 x 31/z 1(6) 0.162 x 31/z( - 13,330 13,330 1 3,330 1 - 12,865 12,865 1 2,865 THA29 18 - i s/s P/,s 51A 1 91M6 1 (16) 0.148 x 3 (4) 0.148 x 3 525 2,265 2,265 2,265 450 1950 11950 1950 T"HA213 .18 " 751a 13%[' � s :5%, 13� s (14} 0148`x 3 (4) 0;748 x•3' 355 " ts4 z 2 340 ;!" 4 1.:: 73u =76 1t1, 210 „ THA218 18 1 % 17-34s 51/z - 173A6 - (18) 0.148 x 3 (4) 0.148 x 3 355 2,450 2,450 2,450 735 2105 2105 2105 THA218-2 `1;6 3'/a "17']tis B' 14'fis - .. {22} O 162k(3'!z {6)`0.162 x 3'fz 1, 855 ,1� a 31U % � 31 t 1 595 2' 5 2,84`, 2,84ut ' ' IBC, THA222-2 16 3'/a 22Y1s 8 - 14% - (22) 0.162 x 31/z (6) 0.162 x 31h 1,855 3:310 3310 3,310 1,595 2,845 2,845 2,845 FL, LA TtiA413 -; 8 35/s 13'% ".4'/z '': 133/s (4) 0.148 x 3 ° (4) 0.148 x 3 55 "2 f (3 t1 s 4 (J' ' fU THA418 16 3% 171/z 77/a - 14'/s - (22) 0.162 x 3'/z (6) 0.162 x 3Yz 1,855 3;310 33101 3,31GI 1595 2;845 2,845 2,845 THA426 14 35/a 26 77/a - 16'/6 - (30) 0.162 x 31/z (6) 0.162 x 31/z 1,855 4,415 4,480 4,480- 1,595 3,795 3,855 3,855 THA422-2. 14. 71/' 22 '6ti 93/a 1S is (30) 016ZX 31/z (B) 0A62"x 3Jh 1 855 5;1.7Q 5,520` 5,52D 1,595 "4,445 4,745 4 745 FL THA426-2 14 71/4 261/e 93/4 - 18 - (38) 0.162 x 31/z (6) 0.162 x 31/z 1,855 5,520 5,520 5,520 1,595 4,745 4,745 4,745 1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern. 2. Wind (160) is a download rating. 3.-Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11h° min. top flange are based on a single 2x carrying member; all other top -flange installation loads are based on a minimum 2-ply 2x carrying member. For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer applications, refer to the Nailer Table. 4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11h" nails in the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for 16 gauge and 14 gauge. 5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads. 6. Refer to installation instructions regarding fastener installation into carried Ooist) member. Based on the installation condition, nails will be installed either straight with straighted double -shear nailing tabs or slanted. 7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. i O aa V d C C O V N N 7 N M d -W to 18 LUS/MUS/HUS/HHUS/HGUS Face -Mount Joist Hangers This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost, or a combination of these features. The double -shear hanger series, ranging from the light -capacity LUS hangers to the highest -capacity HGUS hangers, feature innovative double -shear nailing thw distributes the load through tvdo points on each joist nail for greater strength. This allows for fewer nails, faster installation and the use of all common nails for the same connection. For medium -load truss applications, the MUS offers a lower -cost alternative and easier installation than the HUS or THA hangers, while providing greater load capacity and bearing than the LUS. Material: See tables on pp. 194-195 Finish: Galvanized. Some products available in stainless steel or ZMAX® coating. See Corrosion Information, pp.13-15. Installation: • Use all specified fasteners; see General Notes. • Nails must be driven at an angle through the joist or truss into the header to achieve the table loads. • Not desidned for welded or nailer applicafions. Options: • LUS and MUS hangers cannot be modified • Concealed flanges are not available for HGUS and HHUS • Other sizes available; consult your Simpson Strong -Tie representative Codes: See p.12 for Code Reference Key Chart Double -Shear Nailing Top View CCDouble -Shear Nailing Side View Do not bend tab Double -Shear QDome Nailing Side View (Available on some models) 1' for 2, 1'tie"for 4xs H G�w B LUS28 HHUS210-2 MUS28 b 6. „, murw HUS210 (HUS26, HUS28, and HHUS similar) 951111-11 HGUS28-2 Typical HUS26 Installation with Reduced Heel Height (multiple member fastening by Designer) LUS/M US/H US/HHUS/HGUS Face -Mount Joist Hangers (cont.) Model No Min._a He ght Ga Dimensions{rn:} Fasteners W H g Carrying Carried Member ,j Member ` Single 2x Sizes tUS24 Zsla 18 .'. "' 1 1fi631/6 - 1 3/4{4)-Q1148 x 3- _ (2) 0148 x 3 tU826 ` �: 4✓4 -> 1 %i6` A4 -:. 13/a „ " (4}.0148 x=3, t (4) 0138 X 3' MUS26 411/16 18 1'A6 53A6 2 (6) 0.148 x 3 (6) 0.148 x 3 HUS26 45A6 16 15/a 53/a 3 (14) 0.162 x 31/2 (6) 0.162 x 31/2 HGUS2fi - 06,` �. 12' '- 15/a "" 5We (20}.0162x31Ji- '�`(8)0.162x3"h', 'LUS28 ,, 43A6' 1$,;; 1a/6 614 1Y4 (6)0.148x3:=° ` (4}'0.148x3 : MUS28 6-5�6 18 19A6 613/16 2 (8) 0.148 x 3 (8) 0.148 x 3 HUS28 61/2 16 15/a 7 3 (22) 0.162 x 31/: 1 (8) 0.162 x 31h HGUS28 69A6 12 1 % 71/8 5 (36) 0.162 x 31h j (12) 0.162 x 31/2 LUS210 � - F 41/4 18 1-' 6. - 773j6 ,g 1 /4 a " '(8)'014&x 3,°-, {4)'.0:14$ x 3" 'HUS210 83/3': 1fi" 15/a 9 3.-.(30)-0.162x31/2 (f0)^'0:J2X31/2' HGUS210 8 6 12 . 15/a V1. See table below for allowable loads. N N H _ ay III a m "'-_' ­ Single'2xSizes These products are available with additional corrosion protection. For more information, see p.15. For stainless -steel fasteners, see p. 21. Many of these products are approved for installation & with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. LUS26 1,165 865 1 990 1,070 1 1,355 1 1,165 935 1 1,070 1,150 1 1,475 865 635 725 1 785 1,000 IBC, FL, MU826 9 J', 1,295 1484 ,1,,560° 1,560 93v•,`, :.1405 ,;.15603, t'56v- 1,560`- : £1` 955 1,090 1,18Q £' ` LA HUS26 1,320 2,735 3,095 3,235 3,235 1,320 2,960 3,28-0 3,280 3,280 1,150 2,350 2,660 2780 2,780 ;HGUS26 Fir 4,340'; '91860 5,170 ^ ' S;390 81a u �,'4,69d' 220 �. 5 390° 5,390 £S0� ° 3 225 _ 3,610 ' -3,87 - �3,985 ". IBC, FL LUS28 1,165 1,100 1,260 1,350 1,725 1,165 1,195 1,360 1,465 1,730 865 810 925 1,000 1,270 MUS28 `n' ,1,32fk 173Q' 1975, 2,125 2 25u, .,;1„323 '`1,875 ;' 2jl35 2255 . °2,25c , ;1zt50 A : 1,270 1,455 . ; 1,575. .+,95 ;' IBC, L, HUS28 1,760 4,095 4,095 4,095 4.095 1,760 4,095 4,095 4,095 4,095 1,480 3,520 3,520 3,520 3,520 HGUS28 1,65t3 7;2'S' ',7,275: ,7,275.' 7275 ' " 60 '7,2A)'x 7,275 7275., 7,275 = 1.32 . �,i 7G 3,820 3;915 4,250`': IBC, FL LUS210 1,165 1,335 1,530 1,640 2,090 1,165 1,450 1,655 1,775 2,270 865 985 1,120 1,215 1,500 IBC, FL, HUS210+ ?As5 5x 5t , �5155'`' 6,830 83F": 2,6 5 .395. ='5 730i" 6 833 5: w0 -2.22C1 2 83J 2,456 2_u38 2 fi? ' LA HGUS210 2,090 9,100 9,100 9,100 91100 2,090 1 91100 9 100 9, 0 9,10i1 1,545 6,340 6,730 6,730 6,730 113C, FL 1. For dimensions and fastener information, see table above. See table footnotes on p. 195. HHUS/HGUS See Hanger Options information on pp.98-99. HHUS - Sloped and/or Skewed Seat • HHUS hangers can be skewed to a maximum of 45' and/or sloped to a maximum of 45° • For skew only, maximum allowable download is 0.85 of the table load • For sloped only or sloped and skewed hangers, the maximum allowable download is 0.65 of the table load • Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. • The joist must be bevel -cut to allow, for double shear nailing HGUS - Skewed Seat • HGUS hangers can be skewed only to a maximum of 450. Allowable loads are: HGUS Seat Width Joist Down Load Uplift W < 2" Square cut 0.62 of table load 0.46 of table load W < 2" Bevel out 0.72 of table load 0.46 of table load 2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load 2" < W < 6" Square cut 0.46 of table load 0.41 of table load W > 6" Bevel cut 0.85 of table load 0.41 of table load Ik"Acute side 0°,. Specify angle Top View HHUS Hanger Skewed Right hoist must be bevel cut) All joist nails installed on the outside angle (non -acute side). 94 LUS/MUS/HUS/HHUS/HGUS These products are available with For stainless Many of these products are approved for installation 10 additional corrosion protection, steel fasteners, B with Strong -Drive° SD Connector screws. For more information, see p.15. see p.21. See pp. 335-337 for more information. SS ' o z r z a 0 0 U Z z o Cc In z 0 CO CD 0 0 N 0 0 N U U Double 2x Sizes HHUS26-2 4-16 14 35/i6 53/s 3 (14) 0.162 x 31/2 (6) 0.162 x 31h 1,320 2,830 3,190 3,415 4,250 1,135 2,435 2,745 2,935 3,655 HGUS26-2 49/16 12 35/16 57/16 4 (20) 0.162 x 31/z (8) 0.162 x 31/z 2,155 4,340 4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795 IBC, FL, LA LUS210-2 I 67/I6 18 3I/a 9 2 (8) 0.162 x 31/z 1 (6) 0.162 x 31h 1,445 11,830 2,075 2,245 12,830 1;245 1,575 1,785 1,930 12,435 HHUS210-2 83/s 14 3-A,, 87A 3 (30) 0.162 x 31/z (10) 0.162 x 31/2 3,550 5,705 6,435 6,485 6,485 3,335 4,905 5,340 5;060 5,190 HGUS210-2 89fi6 12 35/I6 9�A, 4 (46) 0.162 x 31/z 1 (16) 0.162 x 31/2 4,095 9,100 1 9,100 1 9,100 9,100 1 3,520 7,460 1 7,825 7,825 7,825 Triple 2x Sizes `I1uVJLU"J Y'T6 IL' Y'T6-,-J %2< 4 {LVJ U.:IUL'7.J%2 -{Of'U.IOL XJ%2 ',L,IJJ Y,JYU=. Y,OJU Jj1,JU J,J/.J I,OJJ I JU I If,'.V U," 4,4'#J HGUS28 3 : ; 61�6 ' 12 4?5/s 71/a 4 (36} 0.162x 3�1z {12) 0.162'z31h -3,235 ;7,460 7460 7,460 :7;460, 2,7$0 6,415 6,915 ,6,415 6,415 LA HHUS210-3 83/8 14 411Ar, 87/a 3 (30) 0.162 x 31/2 (10) 0.162 x 31h 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL HGUS210-3 87% 12 415A6 91/4 4 (46) 0.162 x 31/2 (16) 0.162 x 31h 4,095 9,100 9,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825 ,�HGUS212 3 ' b% ' i > ,4'1,Ae 103/a' '4 ,, .(50 0.1.62 x 31/z (20) O.i62<j�31h S,l U ,04 ' 1 G45 0 4 9,04 ,_ ,4,000' `t 78, 7%`11G ?Ae'cr, IBC FL, . LA Quadruple 2x Sizes .IIU'uJLU,Y, - 072' "IC liU/]6 J'%16 I ,eft {LU1VJUGAJ,%2: 1 R°OtAU. I UL 71 a 72,1e 41 IJJ '+,a-*" i'f,OJV.'Z)'oI lU U,J (=J '1„0.�,7:.7J,1 JU IYIU 1Y,'{F}.7, 4,IBC,F HGUS28-4 I 71/4 1 12 69/16 73Ai 4 (36) 0.162 x 31h (12) 0.162 x 31h 3,235 7,460 7,460 1 7,460N 7,460 2,780 1 6,415 6,415 1 6,415 6,415 LA HHUS210-4 8% 1 14 61/e 1 87/e 1 3 1 (30) 0.162 x 31/2 1 (10) 0.162 x 31/z 13,405 5,630 6,375 16,485 16,485 12,930 14,840 5,485 15,575 5,575 FL 4x Sizes IBC, F LA IBC, FL LUS48 4% 1 18 39A6 63/a 1 2 (6) 0.162 x 31/2 1 (4) 0.162 x 31h 1 11,060 11,315 11,49011,610 12,0301 910 11,130 11,280 11,385 1,745 IBC, FL, HUS48 61/a 14 39/16 7 2 (6) 0.162 x 31/2 (6) 0.162 x 31/2 1,320 1,580 1,790 1,930 2,415 1135 1,360 1,540 1,660 2,075 LA HHUS48 61/2 14 35/s 71A 3 (22) 0.162 x 31/2 (8) 0.162 x 31/2 1;760 4,265 4,810 5,155 5,980 1,515 3,670 4,135 4,435 5,145 HGUS48 67/16 12 35/a 71f6 4 (36) 0.162 x 31/2 (12) 0.162 x 31h 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 HGUS412 107/i6 1 12 35/s 1106 1 4 1 (56) 0.162 x 31h (20) 0.162 x 31h 15,695 1 91045 19,045 19,045 9:045 1 4:900 1 7 780 1 7,780 17,780 7,780 HGUS414 117/Is 1 12 1 35/e 1123161 4 1 (66) 0.162 x 31/2 (22) 0.162 x 31h 1 5,695 10,125 10,125 10,125 10,125 4,900 1 8,190 8,190 18,190 8,190 Double 4x Sizes IBC, FL, LA FL 1. Uplift loads have been increased for earthquake or wind 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 bads. 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 ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector° software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h" nails in the header and 0.162" x 31h" in the joist, with no load reduction. With single 2x carrying members, use 0.148" x 11h" nails in the header and 0.148" x 3" in the joist, and reduce the load to 0.64 of the table value. 6. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information. 19 HTU Face -Mount Truss Hanger The HTU face -mount truss hanger has nail patterns designed specifically for shallow heel heights, so that full allowable loads (with minimum nailing) apply to heel heights as low as 37/8". Minimum and maximum nailing options provide solutions for varying heel heights and end conditions. Alternate allowable loads are provided for gaps between the end of the truss and the carrying member up to 1/2" max. to allow for greater construction tolerances (maximum gap for standard allowable loads is %" per ASTM D1761 and D7147). See technical bulletin T-C-HANGERGAP at strongtie.com for more information. Material: 16 gauge w ' Finish: Galvanized L +0, Installation: C) • Use all specified fasteners; see General Notes • Can be installed filling round holes only, or filling U round and triangle holes for maximum values N • See alternate installation for applications using the HTU26 on a 2x4 carrying member or HTU28 or HTU210 on a 2x6 carrying member for additional uplift capacity a; Options: R 0. • HTU may be skewed up to 671/z°. See Hanger Options on pp. 98-99 for allowable loads. • See engineering letter L-C-HTUSD at strongtie.com for installation with Strong -Drive® SD fasteners. Codes: See p.12 for Code Reference Key Chart Min. heel height per table 9 Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for. more information. HTU26 truss and carrying member HTU Installation for Standard Allowable Loads (for 1/2" maximum gap, use Alternate Allowable Loads.) Standard Allowable Loads (1/8" Maximum Hanger Gap) 2x Sizes Typical HTU26 Minimum Nailing Installation Alternate Installation - HTU28 Installed on 2x6 Carrying Member (HTU210 similar) J11:V4V.tIYIQA.1-`1 ,I,. J72 '1'71 . J."l16 ;J A 972'I; tfuj UJ'+9 A 1"72 I,JJ3. G,U,VU '?,043 a ,x„77V 41jlu f I,JJJ 'L,Jov" 4'Quu v1vGU 0,140V- IBC HTU28 (Min.) 37/s 15/a 71As 31/2 (26) 0.162 x 31/2 (14) 0.148 x 11/2 1,235 3,820 3,895 3,895 3,895 1,060 2,865 2,920 2,920 2,920 FL, HTU28 (Max.) 71/4 15/a 71% 31/2 (26) 0.162 x 31h (26) 0.148 x 11/2 2,020 3,820 4,315 4,655 5,435 1,735 3,285 3,710 4,005 4,675 LA HTU210 (MIn.) , 37/s ; 15% 9'A6 31/2 .(32) 0.162x31h = (14) 0148 x 1-?/2 1,330 j ti3Ct0 4 3 4300 3�� 1,145 3 2 5._ �5 3.2215 p3,225 .HTU210,(Maz j _ X 91/a 15k VA6 , x'f ,02) 0.162'x'3'h `{32, 0.148 x vh 3,3,15;,� 4 705 1310 ' tt�i „ ,5,995 12,850 , 4 045 565 Double 2x Sizes HTU26 2 3? /sf7 162 z 31h 4) 0148 x 1,515 _ 2;940 t 2l n C(Min) 3;9i0 1,305',.,1,850 " 2,090 -2 255 2,465'", FJT(J26 2 (Max,} . 5Yz ;33Ss. 5?Aa :(20) 0162 X 31h, (2Q) 0.148,X 3' 2175 1 2,940 3,323 , 3 J80 4,4180_ ,1,870 2,530 # 2,855 3,085 1 3,855 HTU28-2 (Min.) 37Aa 3 s 71As 31/2 (26) 0.162 x 31/2 (14) 0.148 x 3 1,530 3,820 4,310 4,310 4,310 1,315 2,865 3,235 3,235 3,235 IBC, HTU28-2 (Max.) 71/a 135As 71As 31h (26) 0.162 x 31/2 (26) 0.148 x 3 3,485 13,820 4,315 4,655 5,825 2,995 3,285 .3,f 0 "v5 . ,-5EI ': FL, LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between 1k" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector° software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. S. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. 96 HTU Face -Mount Truss Hanger (cont.) Many of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Alternate Installation Table for 2x4 and 2x6 Carrying Member HTU26 (Min.) 37/s 1 (2) 2x4 1 (10) 0.162 x 31/z 1 (14) 0.148 x 1 % 1 925 1 1,470 1 1,660 1 1 90 1,875 795 HTU26 (Max.) 1 51/z 1 (2) 2x4 (10) 0.162 x 31/z (20) 0.148 x 11/z 1,240 1 1;470 1 1,660 1 1,700 90 2,220 1 1065 1. See table above for dimensions and additional footnotes. 2. Maximum hanger gap for the alternative installation is 1h". 3. Wind (160) is a download rating. 4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Alternative Allowable Loads (1/2" Maximum Hanger Gap) Single 2x Sizes ';Ref. 1,265 1,430 11,5400 1,615 1,265 1,430 1,540 1, 910 IBC, yam`( ag,q;�n -. a sari : FL, LA IBC, HTU28 (Min.) 37/a 1 % 71fe 31/z (26) 0.162 x 31/z (14) 0.148 x 11h 11110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL, LA HTU28 (Max.) 71/4 1 % 71%6 31/z (26) 0.162 x 31/z (26) 0.148 x 11/z 1,920 3,820 4,315 4,655 5,015 1,695 2,865 1235 3,490 3,765 HTU210 (Mih.)1' ' " 3'/a 1 Ja` 9'tc ' `31/z (32) 0.162x 311z ;(14} O 1A8-x i:�h° `1,250 3`;600 `3,600 ,,-3,,60Q 3,600 ',1,075 2,700 ` 2,700 2;700 '2,70 ' Double 2x Sizes HTU28-2 (Min.) 37/a 3-A6 71/ie 31/z (26) 0.162 x 31/z (14) 0.148 x 3 1,490 3,820 3,980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 IBC, FL, HTU28-2 (Max.) 1 71/a 1 3-4a 1 71/ia 1 31/z (26) 0.162 x 3'/z . (26) 0.148 x 3 1.3,035 13,820 4,315 4,655 5,520 2,610 1 2,865 3,235 3,490 1 4,140 1 LA 1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member. 2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch. 3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern. 4. Wind (160) is a download rating. 5. For hanger gaps between %" and 1h", use the Alternate Allowable Loads. 6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVI-PI 1-2014. Simpson Strong -Tie® Connector Selector" software includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie. 7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/2" nails in the header and reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. HU/HUC/HSUR/L Medium -Duty Face -Mount Hangers HU/HUC hangers may be installed on a masonry/concrete wall as described below. Additionally HU hangers with one flange concealed may be installed similarly. HU and HUC products are heavy-duty face -mount joist hangers made from 14-gauge galvanized steel. • The HUC is a concealed flange (face flanges turned in) version of the HU. • HU is available with both flanges concealed, provided the W dimension is 25/15" or greater, at 100% of the table load. Specify HUC. • HU is available with one flange concealed when the W dimension is less than 25/15" at 100% of the table load. Specify as an 'X' version and specify flange to conceal. • For any HU or HUC shown in this catalog, the user may substitute all face nails with 1/4" x 13/4" Titen® 2 screws (Model TTN2-25134H) for concrete and 'A' x 2a44" Titen 2 screws (Model TTN2-25234M, for GFCMU. Follow all installation instructions and use the loads from the sawn lumber or EWF sectons. Material: 14 gauge Finish: Galvanized; ZMAX® and stainless steel available Installation: • Attach the hangers to concrete or GFCMU walls using hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" — Model TTN2-252341) and for concrete (1/4" x 13/4" — Model TTN2-25134H) are not provided with the hangers. • Drill the 3/1e°-diameter hole to the specified embedment depth plus 1/2". • Alternatively drill the 3/1e"-diameter hole to the specified embedment depth and blow it clean using compressed air. • Caution: Oversized -diameter holes in the base material will reduce or eliminate the mechanical interlock of the threads with the base material and will reduce the anchor's load capacity. • Titen Installation Tool ICts are available. They include a 3/16" drill bit and hex -head driver bit (Model TTNT01-RC); a 3/15" x 41/2" drill bit is also available (Model MDB18412). • A minimum edge distance of 11/2" and minimum end distance of 37/3" is required as shown in Figure 1 for full uplift load. • Where no uplift load is required, a minimum end distance of 11/2" is -per itted. Codes: See p.12 for Code Reference Key Chart Concealed flanges HUC410 S5_u-% ° V HU214 Figure 1 — HUC410 Installed on Masonry Block End Wall Figure 2 — HUC410 Installed on Masonry Block End Wall 23 Simpson� Construction Connectors .. oo HU/HUC/HSUR/L ................ _.......................................... ......................................_...... _._..... _........................... __............ _..... ---............... .... _.......... ......... _....................................... _........... _......................................._.................................. ............ _......................... _............ .... - ............. ..._. Medium -Duty Face -Mount Hangers (cont.) These products are available with additional corrosion protection. For more information, see p.15. HU26 HU26X (4)'/a x 23/a (4)1A x 13/a (2) 0.148 x 1'/z 335 1,000 335 1,545 HU28 HU28X; {6)aYa`X 23Ia`" (6} 1la x y 3! (-0) 0148 X.11Iz 545 1500 760 2 400 r HU24-2 HUC24-2 (4)1/a x 23/4 (4)1/4 x-13/a (2) 0.148 x 3 380 1,000 380 1,545 HU26-3 (Min.) HUC26-3 (Min.) (8) % x 23/4 (8)1/a x 13/a (4) 0.148 x 3 760 2,000 760 3,200 HU26-3 (Max.) HUC26-3 (Max.) (12)114 x 23/4 (12)1/4 x.13/a (6) 0.148 x 3 1,135 -3,000 1,135 3,950 HU28-2 (Mm) ' ": HUC28 2 (Min) (10} lax 2?la (10)1/a'X`13/4 (4} 0148 c`3 60 2 500 '" 760 3,725, ., . _ " HU2872 (Mix'.): HUC28, 2 (Max } „) t14)"�/a x 23/< (14)1/4 x 13/4 (6) 014$ x 3 r" "-41,135 F" ' 3 500 1;135 4 92p HU210 HU21 OX (8) 1/a x 2a/4 (8)1/4 x 13/4 (4) 0.148 x 11/2 5:45 • 2,000 -. 760 2,415 HU210-3 (Min.) HUC21073 (Min.) (14)114 x 23/4 (14)1/4 x 13/a (6) 0.148 x 3 1,135 3,500 1'135 4,920 HU210-3 (Max.) HUC210-3 (Max.) (18) 1/4 x 23/4 (18)1/a x 13/4' (10) 0.148k 3 1,'800 4,500 1,800 5,085 ` 1lHU2 0148 , -2'22 HU212-2 (Min.) HUC212-2 (Min.) (16)1%4 x 23/4 (16)1/4 x 13/4 (6) 0.148 x 3 1,135 4,006 1,135 4,920 HU212-2 (Max.) HUC212-2 (Max.) (22)1/4 x 23/4 (22)1/4 x 13/4 (10) 0.148 x 3 .. 1,350 5,085 1,350 5,085 HU214 I HU214X I (12)1/4 x 23/a I (12) A x 13/4 I (6) 0.148 x 11h f "1,135 1 2,665 I 1,135 I 2,665 I HU214-3 (Min.) HUC214-3 (Min.) (18)1/4 x 23/4 (18)1/4 x 13/4 (8) 0.148 x 3. i;515 4,500 1,515 5,085 HU214-3 (Max.) HUC214-3 (Max.) . (24)1/4 x 23/4 (24)114 x 13/a (12) 0.148 x 3 2,015 5,085 2,015 5,085 HU216 HU216X' (18)1/a x 231a (18)1l4 z 13fa {$) 014$`x 1'1h 1515 e 2 920 1 515 HU216-2 (Min.) HUC216-2 (Min.) (20)1/4 x 23/a (20)1/4 x 13/4 (8) 0.148 x 3 1,515 4,920 1,515 4,920 HU216-2 (Max.) HUC216-2 (Max.) (26)1/4 x 23/4 (26)1/4 x 13/4 (12) 0.148 x 3 - 2,015 5,085 2,015 5,085 HU7 (Min.) (Not available) 1 (12) 1/4 x 23/4 (12)1/4 x 13/a 1 (4) 0.148 x 11h 545 2,980 760 2,980 HU7 (Max.) (Not available) 1 (16)1/4 x 23/a (16)1/a x 13/a I (8) 0.148 x 11/z 1 1,085 1 3,485 1 1,085 1 3,485 HU11 (Min.) (Not available) (22) Ya x 23/a (22)1/a x 13/4 (6) 0.148 x 11/z 1,135 3,230 1 1,135 3,230 HU11 (Max.) (Not available) (30)1/4 x 23/a (30) 1/4 x 13/4 (10) 0.148 x 11/z 1,445 3,735 1 1,445 37735 0 UPLIFT/5HEAR ANCHORS—V EACH TRUSS - SEE 5/SKI PLAN NOTE: ADVL FRAMING NOT SHOWN FOR CLARITY RAISED HEEL TRUSS BEARING WASCALE, NTS I I. ,ED HEEL ROOF TRU5SE5 PLAN ROOF SHEATHING- SEE f SOFFIT/FA5CIA- SEE ARCH. RAISED HEEL ROOF TRUSSES -SEE PLAN RIBBON BOARD - SEE SCHEDULE FOR SPACING 4 RIBBON BOARD- SEE FASTENING TO w N . SCHEDULE FOR SPACING 4 TRUSSES FASTENING TO TRUSSES WALL 5HEATHING-5EE PLAN -= MIN. 15/32' CDX PLYWOOD OR F Y 9/16' O5B WITH 8d GUN NAILS WALL- I l0.131' X 2 I/2') 0 6' O.G. TO UPLIFT/SHEAR GYP. CEILING - SEE PLAN r SEE SEE PLAN RIBBON BOARDS ANCHOR EACH SEE PLAN 4 TRUSS- SEE PLAN SCHEDULE n DO NOT FASTEN RIBBON BOARD INTO END GRAIN OF ROOF TPU55 MASONRY WALL - BOTTOM CHORD SEE PLAN RAISED HEEL TRUSS BEARING B SCALE: HIS SKI RIBBON 5CHEDULE' DESIGN CRITERIA RIBBON MATERIAL RIBBON SPACING RIBBON ATTACHMENT Vult=165 MPH (2) 12d GUN (0.131' X 3') (Vasd= MPH) 2X4 5PF12 24' TO EACH TRUSS, (4) EXP.. B, ENCLOSED NAILS AT JOINTS Vult=ISO MPH (2) 12d GUN l0.131' X 39 (Vasd=139 MPH) 2X4 SPF�2 I6' TO EACH TRU55, (4) EXP. C, ENCLOSED % NAILS AT JOINTS U �uZ_T Z j2 oy OwLu- Ui» oe Q o = uj o � ZOR;� w Z cL 3 U SHEET TITLE: MON 0E FOR RNSFO NEFL ROOFIRUSSES SHEET INFORMATION: SOBnO: ddl lld BAIF ISSUED; II OB.Id DMVM BY: - EVIEwEDBY; M SKA ALPINE .AkflWCOMPAW I January 1Q;),2920,' Carpenter f'o . fitractors of'Ameri I ca, inc".. S 60' Avenue d N Winter Haven; AL3J'986;62,0,1 Dear Matt: It,hascome `tbmyattent-ion'"th.a't'some qgqstions wgre raised concOr Ii. idh6ter' holes-;, ifled t futh&ch6fds1(wide .-ftcp)-qf'sy,0-2g4 Yo,-pgdirqssesl-to,,ailciwfbt, threaded rods used Ior "tie.downs " If these:,gable ends are over continuous 5U -o-m 'e. 1. Jy d n gr. i ngpf t with o oj��W' s,-,..ea,:h ti b a dmi e ou - amagin-g.,'46y' bon ind"N 1; t"", case. ; khan fate no . or p a es -or verucaj,-W.e4s tbep no re_�r15 peq d" 8Th' truss supports feet of 4,6bf.:Ibads,,dhd.'�'ndadditional. -1 -' " give lfy6it have -questions,: leas'e m e-qcall;i 6750' Forum , Uite 305j F, Drive, We9' ' ' ' - ' rL32821-'z-(800)52 -97 --,(863),422-8685 Alpine, an ITW Company 6750 Forum Drive, Suite 305 t 1Ett�I4t1f►/�// ` ALPINE �j �i ��/` Or: (do,)FL 32821 Phone: 800 755-6001 WWW.a Ij7ineitw,com ,q,4, { • • ! f AN ITW COMPANY "�` s • �c � • % FL REG# 278, Yoonhwak Kim, FL PE #86367 �4'` .` • "".a 03/05/2021 M No.86367 =. TE OF t? fir ��� M v { � �+doctr»�nt:t= been *Wcowic y slued d , •' r �'� ssaitd ttsifg s OW Sov&". ft"d .'JISQ,ilnforlr:�tl4ri .:: '�, �X».� 4 � '.''. .,, ,.. ✓)l�n,.�C.��.:..« hF'"',�. '.�; ( : �� s� 1�� �ii3' k`�w5?A .. .R^°,wf ��Z� �l ��j 4- 4..1�i: ..1..Y Customer. Carpenter Contractors of America Job Number. N362326 Job Description_ ,7A5/320 ,4EHBH ,01H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS Address: �<3fi"'1�") lii{@2a�iri�5�s is'i ; � . � �+ ��. �v . � � � - R _ < _ �$ , , .��i � �.>� x, ., ;•W �' �. Design Code: FBC 7th Ed. 2020 Res IntelliVIEW Version: 20.02.00A JRef# 1X3G89750045 Wind' Standard; ASCE 7-16 Wind Speed (_mph): 160 Design Loading (pso.' 37.00 Building Type: Closed 'This package contains general notes pages, 34 truss drawing(s) and 5 detail(s). 1 064.21.1108.44416 Al 3 064.21.1108.44463 A3 5 064.21.1108.44259 A5 7 064.21.1108.44775 A7 9 064.21,1108.45182 A9G 11 064.21.1108.44573 62G 13 064.21.1108.45026 Ll 1.5 064.21.1108.44494 EGE 17 064.21.1108A5010 EJ3 19 064.21.1108.44493 CJ3E 21 064.21 . 1108.45087 CJ1 L 23 064.21.1108.44603 EJ7 25 064.21.1108.44432 CJ5A 27 064.21.1108.44963 CJ52. 29 064.21.1108.44868 CJ3A 31 064.21.1108.44823 CJ1 33 064.21.1108.45056 HJ3 35 A16015ENC101014 37 A16030ENC101014 39 GBLLETIN0118 2 064.21.1108A4838 A2 4 064.21.1108.44932 A4 6 064.21.1108.44728 A6 8 064.21.1108'.44682 A8G 10 064,21.1108A4744 B1 1`2 064.21.1108.44526 MEG 14 064.21.1108.45073 L2G 16 064.21.1108.44401 EJ6E 18 064.2.1.1108.44681 CJ5E 20 064,21.1108.44635 CJ1E 22 064.21.1108.45135 MG1 24 064.21.1'108.44806 EJ72 26 064.21;1108.44260 CJ5 28 064.21.1108.44478 CJ3 30 064.21.1108.44885 CJ32 32 064.21.1108.44900 HJ6E 34 064.21.1108:44619 HJ7 36 A16015ENC16011.8 38 A16030ENC160118 Florida Certificate of Product Approval #FL1999 Printed 3/5/2021 11:38:20 AM General Notes Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities: The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1, Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to independently verify the accuracy or completeness of the information provided by others and may rely on that information without liability. The responsibility for verification of that information remains with others neither employed nor controlled by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component designs and not for the technical information furnished by others which technical information and consequences thereof remain their sole responsibility. The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and loads for each truss component match those required by the plans and by the actual use of the individual. component, and for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any additional factors required in the particular application. Truss components using metal connector plates with integral teeth shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to exceed 19% and/or cause corrosion of connector plates and other metal fasteners. The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss component design loads, inspection of the truss components before or after installation, the design of temporary or permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports, installation of the truss components, observation of the truss component installation process, review of truss assembly procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in the installation of the truss components and/or its connections. This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request. Temporary Lateral Restraint and Bracing: Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2, B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to and may not be relied upon for the temporary stability of the truss components during their installation. Permanent Lateral Restraint and Bracing: The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional. These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building Designer. Connector Plate Information: Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations, gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60. Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at www. icc-es. ora. Fire Retardant Treated Lumber: Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special handling care must be taken to prevent breakage during all handling activities. • Page 1 of 3 General Notes (continued) Key to Terms: Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be found in calculation sheets available upon written request. BCDL = Bottom Chord standard design Dead Load in pounds per square foot. BCLL = Bottom Chord standard design Live Load in pounds per square foot. CL = Certified lumber. Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot. FRT = Fire Retardant Treated lumber. FRT-DB = D-Blaze Fire Retardant Treated lumber. FRT-DC = Dricon Fire Retardant Treated lumber. FRT-FP = FirePRO Fire Retardant Treated lumber. FRT-FL = FlamePRO Fire Retardant Treated lumber. FRT-FT = FlameTech Fire Retardant Treated lumber. FRT-PG = PYRO-GUARD Fire Retardant Treated lumber. g = green lumber. HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches. HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep adjustment. HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds. Ic = Incised lumber. FJ = Finger Jointed lumber. U# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value. L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the referenced panel point. Reported as 999 if greater than or equal to 999. Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection. Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases. Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases. Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases. NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot. PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds. PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds. PP = Panel Point. R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc). -R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc). Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the indicated location (Loc). RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the identified location (Loc). TCDL = Top Chord standard design Dead Load in pounds per square foot. TCLL = Top Chord standard design Live Load in pounds per square foot. U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the indicated location (Loc). VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in inches. VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment. VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load. VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment. W = Width of non -hanger bearing, in inches. Refer to ASCE-7 for Wind and Seismic abbreviations. Uppercase Acronyms not explained above are as defined in TPI 1 Page 2 of 3 References: 1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org. 2. ICC: International Code Council; www.iccsafe.org. 3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO 63045; www.alpineitw.com. 4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org. 5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com. Page 3 of 3 SEQN: 67490 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef1X3G89750045 T6 I FROM: RAA Qty: 1 ,7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 064.21.1108.44416 Truss Label: Al / YK 03/05/2021 m m 6'3 6'1"4 11' '9 18'34 + 21'4"12 27'5"7 33'6"12 + 39-8" 6'1"44 6'1"5 6'0"11 3'1"8'f' 6'0"11 6'15 6'1"4 9'10" 9'10" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 22.84 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2ff%min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. **IMPORTANT** �o5X5 =5X5 E F 39'8" 10' 10, 9'10" 1' 19'10" 29'10" 39'8" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.259 L 999 360 VERT(CL): 0.481 L 983 240 HORZ(LL): 0.097 K - - HORZ(TL): 0.179 K Creep Factor: 2.0 Max TC CSI: 0.865 Max BC CSI: 0.863 Max Web CSI: 0.392 Ver: 20.02.00A.1020.20 `Q�IIt111f11�p���D, gees, wa * � No.86367Or 0 � . a M A ~° a STATE OF ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1546 /- /- /861 f785 /303 N 1546 /- /- 1861 f785 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 N Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1981 - 3037 F - G 1518 - 2011 C - D 1835 - 2773 G - H 1835 - 2773 D - E 1518 - 2011 H - 1 1982 - 3037 E - F 1525 -1892 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2726 -1720 L - K 2369 -1414 M - L 2369 -1433 K - 1 2726 -1702 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 453 - 75 L - F 521 - 323 D - L 555 - 703 L - G 556 - 703 E - L 521 -323 G - K 453 -76 cos/®NA� illif+k�t,o FL REG# 278, Yoonhwak Kim, FL PE #86367 03/05/2021 RNING— READ AND FOLLOW ALL NOTES ON THIS DRAWINGI FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS in fabricating handlin shipping, installing,and bracing. Refer to and follow the latest edition of BCSI (Building i, by TPI anc7 SECA) for safety practices pnor to performing these functions. Installers shall provide temporary :d otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly is shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, each face, of truss and position as shown above and on the Joint Details, unless noted otherwise. I#efer to plate positions. Refer to job's General Notes page for additional information. ingg�Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the 31 PI 1, or for handling, shipping,, installapon and bracin4 of trusses. A seal on this drawin or cover page acceptance of professional engineering responsibility solely or the design shown. The suitabilify and use of This Ning for any structure is the responsibility of the Building�esigner per ANSI7TPI 1 Sec.2. more information see these web AL NE AN MCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67491 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3G89750045 T12 / FROM: RAA Qty: 2 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 064.21.1108.44838 Truss Label: A2 / YK 03/05/2021 6-1 "4 6'1"4 �1'+ 9'10" 9'10" 12'2"9 17' 22'8" -1"5 4'9"7 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 22.58 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T1,T5 2x4 SP #1; Bot chord: 2x4 SP 2400f-2.OE; Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 525X5 =5X5 E F 27'5"7 4'9"7 39'8" 10, + 10, 19,10" 29'10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.264 L 999 360 VERT(CL): 0.466 L 999 240 HORZ(LL): 0.091 K - - HORZ(TL): 0.160 K Creep Factor: 2.0 Max TC CSI: 0.680 Max BC CSI: 0.542 Max Web CSI: 0.323 VIEW Ver: 20.02.00A.1020.20 `e'A t,,JIjIIIIIINl►r/ 4` aNNWA/f '*, �* fa • f a a No, 86367 . r R 'S STATE OF a i9Fb 33'6"12 39'8" 6'1"5 '} 6.1"4 =yAotacf 9'10" 1' 39'8+ ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1645 /- A /867 /786 /284 N 1645 /- /- /867 /786 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 N Brg Width = 8.0 Min Req = 1.5 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 2105 - 3292 F - G 1649 - 2207 C - D 1949 - 3025 G - H 1950 - 3025 D - E 1649 - 2207 H - 1 2105 - 3292 E - F 1674 - 2198 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2958 -1835 L - K 2568 -1513 M - L 2568 -1532 K - I 2958 -1817 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 456 - 81 L - F 590 - 280 D - L 494 - 708 L - G 494 - 708 E - L 590 - 280 G - K 456 - 81 'ro,'� •• OR14, C. s/®�(AO FL REG# 278, Yoonhwak Kim, FL PE #86367 03/05/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWINGI **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracinp installed per BCSI sections B3, B7 or B10. as applicable. Apply plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Al ing, a division of ITW Buildin Components Group Inc. $hall not,be responsible for any deviation from this drawing, any failure to build the RNMCOMPA truss m conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawingor cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabilitand use of This drawing for any structure is the responsibility of the Building Designer per ANSUTPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.org; AWC _awc.org Orlando FL, 32821 SEQN: 67492 / HIPS I Ply: 1 Job Number: N362326 Cust: R 8975 JRef: 1 X3G89750045 T11 I FROM: RAA Qty: 2 ,7A5132O ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 064.21.1108.44463 Truss Label: A3 / YK ` 03/05/2021 7'8"6 7'8"6 �1' I 9'10" 9'10" 15' 19'10" I 24'8" 7'3"10 410 4-10" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 22.16 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; T3 2x4 SP #2 N; Bot chord: 2x4 SP 2400f-2.OE; B2,B3 2x6 SP #2 N; Webs: 2x4 SP #2 N; W1,W4,W7 2x4 SP #3; Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. =_5X5 1112X4 =5X5 D E T3 F 39'8" 0' 10 10" 29'19' Snow Criteria (Pg,Pfin PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Sid: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 31'11"10 39'8" 7'3"10 7'8"6 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.278 E 999 360 VERT(CL): 0.480 E 985 240 HORZ(LL): 0.092 J - - HORZ(TL): 0.159 J Creep Factor: 2.0 Max TC CSI: 0.757 Max BC CSI: 0.840 Max Web CSI: 0.385 Ve r: 20.02.00A.1020.20 oe•eS No, $6367 e — STATE 4F a 9.10.1 1' 39'8"�� ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1692 /- /- /874 /789 /255 M 1692 /- /- /874 /789 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 2277 - 3391 E - F 2062 - 2703 C - D 2224 - 3172 F - G 2225 - 3172 D - E 2062 - 2703 G - H 2277 - 3391 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 3045 -1981 K - J 2456 -1533 L - K 2456 -1552 J- H 3045 -1963 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp C - L 447 - 349 K - F 411 - 252 L - D 639 - 300 F - J 639 - 300 D - K 411 - 252 J - G 447 - 349 E - K 389 - 207 41 So•0 0fte Sl$ NAI. �. FL REG# 278, Yoonhwak Kim, FL PE #86367 03/05/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care Component Safety Informatior bracing per BCSI. Unless note attached ri id ceiling Locatior as applicable. Apply Oates tc drawings 160A-Z for standard Alpine, a division of ITW Buildino Components Grouo Inc. shall not be responsible for anv any deviation from this drawing, any failure to build the of trusses. A seal on this drawin or cover pacle or the design shown. The suitability and use of this ALPINE MN CCWAW 6750 Forum Drive Suite 305 Orlando FL, 32821 TPI: SEQN: 67493! HIPS Ply: 1 Job Number: N362326 Cust: R8975 JRef1X3G89750045 T10 / FROM: RAA Qty: 2 ,7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 064.21.1108.44932 Truss Label: A4 / YK 03/05/2021 7'4"5 7'4"5 13' 57'10 119'10" 26'8" 6'10" 6110" =5X5 III2X4 =5X5 D E T2 F 32'3"11 + 39" '8 5711 7'4"6 1 ,2 5 2C4 W oi2G4 W3 1 A B H 1 4xs(Bz) III6X8 B2 =8X8 B3 1116X8 =4x6(B2) 39'8" 9'10: 10, 10, 91101. +1'� 9'1019,10" 29'10" 39'8" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 21.75 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; T2 2x4 SP #2 N; Bot chord: 2x4 SP 2400f-2.OE; B2,B3 2x6 SP #2 N; Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Cade: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in [cc Udefl U# VERT(LL): 0.292 E 999 360 VERT(CL): 0.512 E 925 240 HORZ(LL): 0.089 J - - HORZ(TL): 0.156 J Creep Factor: 2.0 Max TC CSI: 0.689 Max BC CSI: 0.778 Max Web CSI: 0.748 Ve r: 20.02.0 OA.1020.20 > 11iIIifIIIIFli►p `1 Q�A�A WAA, r�°y M I e s No, 86367 2 ab Go STATE OF ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1657 A /- /875 /790 /225 M 1657 /- A /875 /790 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 M Brg Width = 8.0 Min Req = 1.5 Bearings B & H are a rigid surface. Bearings B & H require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 2451 - 3301 E - F 2514 - 2994 C - D 2372 - 3073 F - G 2372 - 3073 D - E 2514 - 2994 G - H 2451 - 3301 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - L 2960 - 2140 K - J 2537 -1811 L - K 2537 -1830 J - H 2960 - 2122 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. L-D 504 -171 K-F 590 -511 D - K 590 - 511 F - J 504 -171 E - K 645 - 388 '�,'�' ' CAR yQ odi111i1blkW FL REG# 278, Yoonhwak Kim, FL PE #86367 03/05/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top -chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. f�efer to ALPINE drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the ANMCOWP truss in conformance with ANSI/ PI 1, or for handling, shipping,, installatlon,and bracing of trusses. A seal on this drawing, or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engiineering responsibilit�yy solely -for the design shown. The suitability and use of this drawing for any sfructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67494 / HIPS Ply: 1 Job Number: N362326 Cust: R8975 JRef:1X3G89750045 T9 / FROM: RAA Qty: 2 7A51320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 064.21.1108.44259 Truss Label: A5 / YK 03/05/2021 7'4"4 11' 16'11"4 22'8"12 288" 32'3"12 39'8" 7'4"4 3'7"12 5'11"4 5'9"8 5'11"4 3'7"12 7'4"4 =5X5 =5X5 =4X4 e5X5 D E F G 12 5 2X4 ia2X4 T C H (a) W (a) W6 rn TA B J �18'8"12 =4X6(B2) -8X10 B2 =8X8 B3 =8X10 = N 9'10" 9'10" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 21.33 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #1; B2,B3 2x6 SP #2 N; Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 39'8" 10' 10, 19'10" 29'10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Stoll: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.307 L 999 360 VERT(CL): 0.569 L 831 240 HORZ(LL): 0.094 K - - HORZ(TL): 0.173 K Creep Factor: 2.0 Max TC CSI: 0.890 Max BC CSI: 0.825 Max Web CSI: 0.314 VIEW Ver: 20.02.00A.1020.20 �, o • ��C Ns�, e �� 0 r NO. 86367 STATE OF d jugs p g « . 6% —4X6(B2) 9.101. 1' 39'8"+ ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1546 /- /- /872 /791 /196 N 1546 !- /- /872 1791 /- Wind reactions based on MWFRS B Erg Width = 8.0 Min Req = 1.8 N Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 2614 - 3016 F - G 2270 - 2353 C - D 2542 - 2800 G - H 2542 - 2800 D - E 2271 - 2354 H - 1 2615 - 3016 E - F 2947 - 3107 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2698 - 2287 L - K 3032 - 2643 M - L 3030 - 2659 K - 1 2698 - 2268 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. M - D 823 - 601 F - K 956 - 817 M - E 951 - 814 G - K 825 - 604 l 10, 4C S 9 /ON�A� ���� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/05/2021 —WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and'SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted -otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attachetl ri id ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face ovtruss and position as shown above and on the Join Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the AN mvco�aANv truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawingor cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en sneering responsibili(� solely -for the design shown. The suitability and use of )his drawing for any s9ructure is the responsibility of the Buildingt "gner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SECA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 674951 SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3G89750045 T20 / FROM: RAA Qty. 1 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 064.21.1108.44728 Truss Label: A6 / YK 03/05/2021 12'i—1'_0 10' 7'1"1 101101, 19'10" 24'8" 30'8" 32'�"5 39'8" 3'8"15 f T2" i 6' 1'7" T411 T 0 TF3 =5X5 1112X4 12 D =6X6 -5X5 =5X5 5 �a2C4 T3 T E F G H ��� PX4 T W4 A B J K �18'8"12 4X6(B2) =6X8 =5X8 —cv� — 0 � 39'8" �1 0 10 991'10" 19,101, Loading Criteria (psl) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 21.30 ft NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2 N; T3 2x4 SP #1; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W4 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types 9'101, 29'8" Defl/CSI Criteria PP Deflection in loc Udef! U# VERT(LL): 0.384 F 999 360 VERT(CL): 0.712 F 664 240 HORZ(LL): 0.104 L - - HORZ(TL): 0.193 L Creep Factor: 2.0 Max TC CSI: 0.896 Max BC CSI: 0.836 Max Web CSI: 0.917 Ver: 20.02.00A.1020.20 Irl • No, 86367 o STATE OF =4X6(B2) 10' 3_9 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1546 /- /- /855 l788 /193 0 1546 /- /- /859 /791 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 0 Brg Width = 8.0 Min Req = 1.8 Bearings B & J are a rigid surface. Bearings B & J require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 2618 - 3005 F - G 3611 - 3760 C - D 2523 - 2780 G - H 2615 - 2776 D - E 2200 - 2352 H - 1 2614 - 2789 E - F 3612 - 3761 I - J 2684 - 2992 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - N 2688 - 2277 M - L 3452 - 3105 N - M 3197 - 2820 L - J 2675 - 2328 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp N - D 1865 -1705 M - G 400 - 308 N - E 1923 -1815 G - L 1049 - 864 E - M 645 - 713 L - H 867 - 679 F - M 561 - 352 O,af, • •. Qlp:,. $� r, S 0 a• v FL REG# 278, Yoonhwak Kim, FL PE 486367 03/05/2021 -WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an c7 SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing er BCSL Unless noted otherwise, top chord shall have propq)d attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinfq installed per BCSI sections B3, B7 or B10, as applicable. Apply -plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Ffefer to - ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not,be respponsible for any deviation from this drawing, any failure to build the A,,,,,,,Co,,,,,J,,, truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracinccl1 of trusses. A seal on this drawing or cover page 675o Forum Drive listing -this drawing indicates acceptance of professional engqineering responsibili((�� solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305 For,more information see these web sites: Alpine: alpineilw.com; TPI: tpinst.org; SBCA: sbcindustrv.com: ]CC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821 SEQN: 67496 / HIPS Ply: 1 Job Number. N362326 Cust: R 8975 JRef.'1X3G89750045 T8 / FROM: RAA Qty: 1 ,7A,' 20 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 064.21.1108.44775 Truss Label: A7 / YK 03/05/2021 �I 1'' 0+ 18'8"7'112 I91'14 7 2330'8" 6'4" r 7,8" 32'6"14 39'8" 1'10�14 7-1"2 =5X5 =4X4 =5X5 =5X5 12 2x4 D E T2 F T3 G —')VA � r 910" 9'10" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 20.91 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T2,T3 2x4 SP #1; Bot chord: 2x4 SP #1; Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 39'8" 10, 10, 19,101, + 29'10" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.367 L 999 360 VERT(CL): 0.681 L 694 240 HORZ(LL): 0.110 K - - HORZ(TL): 0.203 K Creep Factor: 2.0 Max TC CSI: 0.898 Max BC CSI: 0.869 Max Web CSI: 0.320 VIEW Ver: 20.02.00A.1020.20 t���11111PPP►�rrror a No, 86367 f a -P STATE OF ® Li' fi 1 ,18'8"12 91101. 39'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1546 A /- /864 /827 /166 N 1546 /- /- /864 /827 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.8 N Brg Width = 8.0 Min Req = 1.8 Bearings B & I are a rigid surface. Bearings B & I require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 2761 - 2998 F - G 2686 - 2758 C - D 2709 - 2811 G - H 2710 - 2812 D - E 2685 - 2757 H - 1 2762 - 2998 E - F 3607 - 3700 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - M 2681 - 2420 L - K 3612 - 3366 M - L 3615 - 3388 K - I . 2681 - 2402 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. D - M 776 - 568 F - K 1200 - 989 M - E 1205 - 992 K - G 773 - 564 SJoN(A� 1��e FL REG# 278, Yoonhwak Kim, FL PE #86367 03/05/2021 **WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigpid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above -and on the Join QDetalls, unless notedotherwise. f7efer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the pN iW Cap�V�NY truss in conformance with ANSI 1, or for handling, shipping,. installatlon and bracinclof trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawincl indicates acceptance of professional en rneenng responsibilitty� solely -for the design shown. The suitability and use of This Suite Fos drawing for any sCructure is the responsibility of the Buildinggesigner per ANSIrr 11 Sec.2. For more information see these web sites: Alpine: alpineitw.com: TPI: toinsl.ora: SBCA: sbcindustrv.com: ICC: iccsafe.ora- AWC: awc.oro Orlando FL, 32821 SEQN: 67499 / HIPS Ply: 2 Job Number: N362326 Cust: R 8975 JRef:1X3G89750045 T14 ! FROM: RAA Qty: 1 ,7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB 12601 / HAYDEN EXPRESS DrwNo: 064.21.1108.44682 Truss Label: A8G l YK 03/05/2021 2 Complete Trusses Required 7' 1TY14 7' r 6'5"14 12 =-6X6 =4X4 5 F--- C D T2 T Sn in 1� 1' 6'10"4 6'5"14 F' } 6,10„4 134„2 T Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 20.50 ft NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.97 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; T2,T3 2x6 SP #2 N; Bot chord: 2x6 SP SS; Webs: 2x4 SP #3; Nailnote Nail Schedule:0.128"x3" 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. Loading #1 hip supports 7-0-0 jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. 1 0"ATT 6-4"2 6'42 =8X8 =4X4 E F T3 32'8" 39'8" 6'5"14 } 7' 6G6 1112X4 =_m =3X8 =8X8 1112X4 T 1 �18'8"12 39'8" 6'5"14 6'5"14 65"14 6'10"4 1' 19'10" r 26'3"14 '1 32'9'12 39'8" Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.434 E 999 360 Loc R+ / R- / Rh / Rw / U / RL Lu: NA Cs: NA VERT(CL): 0.813 E 581 240 B 3115 /- /- /- /1614 /- Snow Duration: NA HORZ(LL): 0.071 C - - 0 3115 /- /- A /1614 A HORZ(TL): 0.133 C Wind reactions based on MWFRS Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8 FBC 7th Ed. 2020 Res. Max TC CSI: 0.542 0 Brg Width = 8.0 Min Req = 1.8 TPI Std: 2014 Max BC CSI: 0.411 Bearings B & H are a rigid surface. Rep Fac: No Max Web CSI: 0.743 Bearings B & H require a seat plate. FT/RT:20(0)/10(0) Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. WAVE VIEW Ver: 20.02.00A.1020.20 B - C 1762 - 3442 E - F 2781 - 5456 C - D 2492 - 4892 F - G 2493 - 4893 D - E 2781 - 5458 G - H 1763 - 3443 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - N 3147 -1600 L - K 4957 - 2539 N - M 3136 -1600 K - J 3137 -1601 M - L 4956 - 2539 J - H 3148 -1601 ,l�t��q+,1111P1Or���`Maximum Web Forces Per Ply (Ibs) �r v�,*�0�� • /''�/ CeM 1951Tens.Comp. 99 WeFs Tens.Comp. Co267 M - D 488 - 672 F - K 488 - 672 . No, 8���� A D-L 554 -267 K-G 1951 -991 II r r ® e STATE QE a 4q ," /t✓►'! sa'yp� A A a `� s b 111J4f1118IIIW4 FL REG# 278, Yoonhwak Kim, FL PE 486367 03/05/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing er BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attacheTri id ceiling Locations shown for permanent lateral restraint of webs shall have bracinp installed per BCSI s ctions B3, B7 or B10. as applicable. Apply plates to each face, otruss and position as shown above and on the Join Details, unless note otherwise. Defer to ALPINE drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW truss in conformance with ANSI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover page 675o Forum Drive listing this drawing indicates acceptance of professional encLmeering responsibilitty� solely -for the design shown. The suitability and use of this Suite Fos drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Odando FL, 32821 SEQN: 67500 / SPEC Ply: 2 Job Number: N362326 Cust: R 8975 JRef:1X3G89750045 T38 / FROM: HMT Qty.. 1 ,7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 26011 HAYDEN EXPRESS DrwNo: 064.21.1108.45182 Truss Label: A9G AK / YK 03/05/2021 2 Complete Trusses Required 7'1"4 10'10" 14'8" 19'10"4 24'8" 32'8" 39'8" 7'14 3'8"12 3'10" 5'2"4 4'9"12 8' 7' =5X5 12 D T 5 C4 =-8E8 1112F4 T3 =8X8 T4 =6X6 T G H 50 N (a) W co iv -4X6 A1)=4X8(B1) D s3 A 1 J 11 �18'8"12 =8X10 =H1014 B3 ==-10X10 1112X4 O 39'8" 10' 10, 7'8" 5'1"12 6'10"4 1 10' 20' 27'8" 32'9"12 39'8" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.426 F 999 360 Loc R+ / R- / Rh / Rw / U / RL BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.789 F 598. 240 B 2756 /- /- /- /1633 /- BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.092 D - - 0 3785 /- /- /- /2265 A EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 21.30 ft HORZ(TL): 0.170 D Wind reactions based on MWFRS NCBCLL: 0.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.6 TCDL: 4.2 psf 0 Br Width = 8.0 Min Re 2.2 Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.730 g q = Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: o.479 Bearings B & I are i rigid surface. Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: o.791 Bearings B & I require a seat plate. Members not listed have forces less than 375# Loc. from endwall: not in 9.00 ItFT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. Wind Duration: 1.60 WAVE HS VIEW Ver: 20.02.00A.1020.20 Lumber Wind B - C 1792 -2983 F - G 3944 -6563- C - D 1688 - 2876 G - H 3368 - 5683 Top chord: 2x4 SP #2 N; T3,T4 2x6 SP SS; Wind loads and reactions based on MWFRS. D - E 1476 -2504 H -1 2532 -4224 Bot chord: 2x6 SP SS; B3 2x8 SP 2400f-2.OE; Wind loading based on both gable and hip roof types. E - F 3951 - 6570 Webs: 2x4 SP #3; W8 2x4 SP #2 N; Bracing Maximum Bot Chord Forces Per Ply (Ibs) (a) 1X4 #3SRB or better continuous lateral restraint to Chords Tens.Comp, Chords Tens. Comp. be equally spaced. Attach with (2) 8d Box or Gun B - N 2713 -1619 L - K 3865 -2314 nails(0.113"x2.5",min.). Restraint material to be supplied N - M 5151 - 3100 K - I 3869 - 2310 and attached at both ends to a suitable support by M - L 5151 -3109 erection contractor. 10q;J J i J If } (11PI PIP P Nailnote q�� a�H WAA t%j, Maximum Web Forces Per Ply (Ibs) r ; a ° • * .0 / PO Webs Tens.Comp. Webs Tens. Comp. Nail Schedule:0.128"x3" nails ® ° Top Chord: 1 Row @12.00" o.c. CEN Bot Chord: 1 Row @12.00" o.c. �� s �, � N - D 1975 -1124 G - L 797 897 Webs : 1 Row @ 4" o.c. e + N - E 2091 - 3404 L - H 2117 -1255 Use equal spacing between rows and stagger nails ® No. $6367 s E - M 1625 -973 in each row to avoid splitting. c a Special Loads o ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) ®� ATE OF b TC: From 55 plf at 1.00 to 55 plf at 22.60 + r^ TC: From 28 plf at 22.60 to 28 plf at 32.67 rI 0 r^ TC: From 55 plf at 32.67 to 55 plf at 40.67 o,'� BC: From 20 plf at 0.00 to 20 plf at 22.60 0,Sh °e 6 gBC: From 10 °rCL b lf at 32.64 BC: From 20 plf at 32.64 to 20 lf at 22.60 to 10 plf at 39.67 8�/� v N A TC: 177 lb Conc. Load at 22.60,24.60,26.60 TC: 169 lb Conc. Load at 28.60,30.60 TC: 380 lb Conc. Load at 32.60 BC: 1445 lb Conc. Load at 21.14 BC: 129 lb Conc. Load at 22.60,24.60,26.60 BC: 127 lb Conc. Load at 32.60,30.60 491 BC: 491 FL REG# 278, Yoonhwak Kim, FL PE #86367 lb Conc. Load at 32.64 03/05/2021 •'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! -IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bmcingper BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the �,mco�,,,u,,. truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracin of trusses. A sea! on this drawin or cover pare 675o Forum Drive listing this drawing indicates acceptance of professional enccLLsneering responsibilittcy�-solely or the design shown. The suitabilify and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.or • SBCA: sbcindustry.com; ]CC: iccsafe.org; AWC: awc.org Orlando FL, 32821 SEON: 67475! HIPS Ply: 1 Job Number: N362326 Cust: R8975 JRef1X3G89750045 T2 / FROM: RAA city: 1 7 A51320,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 064.21.1108.44744 Truss Label: B1 / YK 03/05/2021 9' 12'8" 9' + 3'8" 1, I 9'1"12 9'1"12 Loading Criteria (psi) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 20.91 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 - Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; T2 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; W4 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types Ea C8 T2 =5XD5 21' 3'4"8 12'6"4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE 21' 8'4" 8'2"4 20'8"8 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.036 G 999 360 VERT(CL): 0.066 G 999 240 HORZ(LL): -0.015 H - - HORZ(TL): 0.026 E Creep Factor: 2.0 Max TC CSI: 0.822 Max BC CSI: 0.757 Max Web CSI: 0.949 Ver: 20.02.00A.1020.20 0 01iIItIIIIPfI0 ``fit O•��®�.o�`'i 00 EN SO No.8fi367 d ? �oST ATE OF�u� "8 '2Y' ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 850 /- /- /475 /536 /137 F 778 /- /- /396 /486 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 F Brg Width = - Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1163 -1274 D - E 1136 -1241 C - D 1178 -1073 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1088 - 958 H - G 1093 - 956 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. G - E 825 - 717 E - F 708 - 706 01 S +•.o.® •���f'S'�NAe W�01 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/05/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10. as applicabgle. Apply Oates to each face of truss and position as shown above and on the Join Details, -unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not,be responsible for any deviation from this drawing, any. failure to build the ANMCOWAW truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional en ineenng responsibility solely -for the design shown. The suitability and use of This drawing for any sQructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67478 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3G89750045 T5 1 FROM: RAA Qty: 1 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 064.21.1108.44573 Truss Label: 82G / YK 03/05/2021 I l_f3 7' 14'8" 7' T8" 6'10"4 6' 10"4 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 20.50 ft NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; T2 2x6 SP SS; Bot chord: 2x4 SP 2400f-2.OE; B2 2x4 SP #1; Webs: 2x4 SP #3; W2,W4 2x4 SP #2 N; Bracing (a) 1X4 #3SRB or better continuous lateral restraint to be equally spaced. Attach with (2) 8d Box or Gun nails(0.113"x2.5",min.). Restraint material to be supplied and attached at both ends to a suitable support by erection contractor. (a) or scab reinforcement may be used in lieu of CLR restraint. substitute (1) scab for (1) CLR and (2) scabs for (2) CLR'S where shown. Scab reinforcement to be same size, species, grade, and 80% length of web member. Attach with 0.128x3" gun nails @ 6" oc. Loading #1 hip supports 7-0-0 jacks with no webs Left side jacks have 7-0-0 setback with 0-0-0 cant and 1-0-0 overhang. End jacks have 7-0-0 setback with 0-0-0 cant and 1-0-0 overhang. Right side jacks have 6-4-0 setback with 0-0-0 cant and 0-0-0 overhang. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. =6X6 =6X6 C T2 D 0 T11"8 14'9"12 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.136 H 999 360 VERT(CL): 0.253 H 989 240 HORZ(LL): 0.043 E - - HORZ(TL): 0.081 E Creep Factor: 2.0 Max TC CSI: 0.786 Max BC CSI: 0.945 Max Web CSI: 0.696 Ver: 20.02.00A.1020.20 0111111i11f1!fee a/��l EN ® 4'.�r�► t � � � 4 \• � s o d e N0.86367 i r • to .� STATE OF ° 4WCC � p e ft 21' 6'4" 5'10"12 20'8"8 � 3''8 '29' ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1605 /- A /- /997 /- F 1559 A /- /- /953 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 F Big Width = - Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1967 - 3258 D - E 1904 - 3157 C - D 1711 - 2847 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 2932 -1748 H - G 2901 -1743 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. H - C 650 -106 G - E 2741 -1621 D - G 518 - 37 E - F 968 -1535 a!(411t00��1 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/05/2021 —WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3 B7 or B10, as appllcab�e. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwisd. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the " „,Co,,,,,,,,,, truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracinctof trusses. A seal on this drawing or cover pa%e 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibilitty�r solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67479 / HIPM Ply: 1 Job Number: N362326 Cust: R 8975 JRefAX3G89750045 T39 / FROM: RAA Qty.. 1 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 064.21.1108.44526 Truss Label: MEG / WHK 03/05/2021 11 519"8 I 11'8"15 5'9"8 5'11 "7 e 5X8 C 1112XD4 17'8"6 17'i11"14 5'11 "7 3' 8 =4X12 E 1112X4 = 5X14 = 3X6 1113X6 17'11"14 1, 511"4 5191,11 + 5'11"7 5'11"4 11,81,15 17'8"6 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x6 SP #2 N; Webs: 2x4 SP #3; W4 2x4 SP #2 N; Rt Bearing Leg: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 55 plf at -1.00 to 55 plf at 5.79 TC: From 27 plf at 5.79 to 27 plf at 17.99 BC: From 20 pif at 0.00 to 20 plf at 5.82 BC: From 10 plf at 5.82 to 10 plf at 17.70 TC: 141 lb Conc. Load at 5.85, 7.85, 9.85,11.85 13.85,15.85 TC: 247 lb Conc. Load at 17.71 BC: 221 lb Conc. Load at 5.82 BC: 106 lb Conc. Load at 7.85, 9.85,11.85,13.85 15.85 Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pfin PSF) Defl/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): 0.142 D 999 360 Lu: NA Cs: NA VERT(CL): 0.262 D 813 240 Snow Duration: NA HORZ(LL): 0.024 C - - HORZ(TL): 0.044 C - Building Code: Creep Factor: 2.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.877 TPI Bid: 2014 Max BC CSI: 0.796 Rep Fac: Varies by Ld Case Max Web CSI: 0.824 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 20.02.00A.1020.20 WAVE ,NX g'l�iflflllll��ll No.86367 r STATE OF`,��4/� ti �3' 8 i711"14 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL J 1248 /- /- /- /541 /- F 1537 /- /- /- /686 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.7 F Brg Width = 1.6 Min Req = 1.5 Bearings J & F are a rigid surface. Bearing J requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1184 - 2876 D - E 1282 - 2958 C - D 1282 - 2958 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - I 2687 -1092 1 - H 2711 -1683 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. D - H 551 - 622 E - F 1458 - 2167 H - E 2848 -1195 '�i o ••+ee+ r 1 ON+A1. FL REG# 278, Yoonhwak Kim, FL PE #86367 03/05/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI andSBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to ALPINE drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$gComponents Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the a,,mco,�,,,,,. truss in conformance with ANSI 1, or for handling, shipping,. installapon and bracin of trusses. A seal on this drawin or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TNl 1 Sec.2. Suite 305 For more -information see these web sites: AI ine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67476 / COMN Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3G89750045 T24 / FROM: MRS Qty: 2 , A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 064.21.1108.45026 Truss Label: L1 AK / YK 03/05/2021 5' 10, 5' 5' i 12 =4C4 4 T B D ih 4 E 8-8" F 2X4(A1) 1112X4 =2X4(A1) Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc, from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types 10' 5' 5' Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 5' 10, Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.016 F 999 360 VERT(CL): 0.028 F 999 240 HORZ(LL): 0.005 F - - HORZ(TL): 0.009 F Creep Factor: 2.0 Max TC CSI: 0.396 Max BC CSI: 0.306 Max Web CSI: 0.079 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 429 A A /273 /206 /79 D 429 A /- /187 /206 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 8.0 Min Req = 1.5 Bearings B & D are a rigid surface. Bearings B & D require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 1066 - 641 C - D 1066 - 641 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - F 578 - 825 F - D 578 - 825 CENs� "� A, No. a Nv, 86367 Ss A STATE 4E / t h ' �- fut�+,�N+A, +�1 FL REG# 278, Yoonhwak Kim, FL PE #86367 03/05/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING —IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an c7 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 53, B7 or B10, as applicabgle. Apply plates to each face oT truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building �,,,,,, Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ro,,,P,U,,, truss in conformance with ANSI Q PI 1, or for handling, shipping,installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional encLmeering responsibilit�%y solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For mqre information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67480 / HIPS Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3G89750045 FROM: MRS Qty: 1 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 064.21.1108.45073 Truss Label: L2G AK / YK 03/05/2021 M 315 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 3' 7' I 10, 3' 41 r 3' 12 4 = 4X4 = 4X4 C D T B E qU H F 88 2X4(A1) 1112X4 1112X4 =2X4(A1) 1 3'1"12 3'1"12 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft - Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 55 plf at -1.00 to 55 plf at 3.00 TC: From 27 plf at 3.00 to 27 pif at 7.00 TC: From 55 plf at 7.00 to 55 plf at 11.00 BC: From 20 plf at 0.00 to 20 plf at 3.03 BC: From 10 plf at 3.03 to 10 plf at 6.97 BC: From 20 plf at 6.97 to 20 plf at 10.00 TC: 98 lb Conc. Load at 3.03, 6.97 TC: 63 lb Conc. Load at 5.00 BC: 119 lb Conc. Load at 3.03, 6.97 BC: 50 lb Conc. Load at 5.00 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. 10, 3'8"8 6' 10"4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:20(0)/10(0) Plate Type(s): 31 10'�i`� 1 Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.037 G 999 360 VERT(CL): 0.074 G 999 240 HORZ(LL): 0.011 G - - HORZ(TL): 0.020 G - Creep Factor: 2.0 Max TC CSI: 0.337 Max BC CSI: 0.502 Max Web CSI: 0.070 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 628 /- /- /- /276 P E 628 P P A /276 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 E Brg Width = 8.0 Min Req = 1.5 Bearings B & E are a rigid surface. Bearings B & E require a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-C 506 -1313 D-E 506 -1313 C - D 461 -1249 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - H 1226 - 466 G - E 1226 - 466 H - G 1249 -461 ®1���t„r� r rr►rr���f I� No.86367 s STATE OF FL REG# 278, Yoonhwak Kim, FL PE #86367 03/05/2021 "WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Applgy plates to each face ovtruss and position as shown above and on the Join Details, unless noted otherwise. f7efer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not,be respponsible for any deviation from this drawing, any failure to build the ANI COWAW truss in -conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracingg of trusses. A seal on -this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engiineering responsibility solely for the design shown. The suitability and use of ittis drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN:67477/ EJAC Ply: 1 Job Number: N362326 Cust:R8975 JRef:1X3G89750045 T17 / FROM: RAA Qty: 1 ,�7A,511320,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 064.21.1108.44494 Truss Label: EGE / YK 03/05/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wnd Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. 1'8"12 1'1 "8 1'8"12 "12 1112X4CD F 3 8 A 1'2"12 1, 1 8 12 112 1'8"12 1'1 "8 Snow Criteria (Pg,af in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): T T Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 F HORZ(TL): 0.000 F Creep Factor: 2.0 Max TC CSI: 0.177 Max BC CSI: 0.014 Max Web CSI: 0.061 Ver: 20.02.00A.1020.20 8'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 131 /- /- /113 /86 /49 B 42 /- /- /24 /4 P G 49 A A /30 /33 A Wind reactions based on MWFRS B Brg Width = 1.5 Min Req = 1.5 B Brg Width = 14.5 Min Req = 1.5 G Brg Width = 7.5 Min Req = 1.5 Bearings B, B, & F are a rigid surface. Bearings B, B, & F require a seat plate. Members not listed have forces less than 375# ,J III lllIliftoj -.`1'QNH WA k ,sfi 4 S e N0.86367 s OF o -� � • STATE OF ® ice, rr ife, S, • . * r Vv"O, /ON A L �®ddllHlll� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/05/2021 —WARNING*" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and'SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properl attached rigid ceilin Locations shown for permanent lateral restraint otywebs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face o1 truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$QComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracingc1 of trusses. A seal on this drawing, or cover pa e listing this drawing indicates acceptance of professional enppmeering responsibilit� solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq• SBCA: sbcinduslry.com; ICC: iccsafe.org; AWC• awc org ALPINE *NMCCWV 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 674591 EJAC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3G89750045 T7 / FROM: RAA Qty: 7 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 064.21.1108.44401 Truss Label: EJ6E / YK 03/05/2021 6"1 t Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 4X4(B1) Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf _ BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 It Loc. from endwall: not in 4.50 It GCp1: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 5'9"8 5'9"8 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Deft/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.007 D HORZ(TL): 0.012 D Creep Factor: 2.0 Max TC CSI: 0.805 Max BC CSI: 0.356 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 101 10'9"11 N � ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 283 /- /- /210 /119 /117 D 106 A /- /58 A 1- C 141 /- /- /85 /126 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# * Q •1 • No, 86367 dot r r ®;� STATE OF, Q3 Ft p, aas''j+ e14 4d�NA� 1%0l' FL REG# 278, Yoonhwak Kim, FL PE #86367 03/05/2021 '"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in. fabricating, handling, shipping, installing and bracing. _ Refer to and follow the latest edition of wry-c for stancaro plate positions. peter to IOD-s ueneral Notes page for additional intofmatlon. /ision of ITW Buildingq�Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the formance with ANSI 1, or for handling, shipping,, installation and bracinct of trusses. A seal on this drawing or cover page rawing indicates acceptance of professional engineering responsibility solely -for the design shown The suitability and use of Zis any structure is the responsibility of the Building -Designer per ANSUT I 1 Sec.2. rrmation see these web sites: Alpine•-alpineitw com• TPi: tpinst org• SBCA: sbcinduslrycom; ICC• iccsafe oro• AWC• awc oro ALPINE mnwcaw 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 674601 EJAC Ply: 1 Job Number: N362326 Cusl: R8975 JRef:1X3G89750045 T42 / FROM: MRS Qty. 3 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 064.21.1108.45010 Truss Label: EJ3 AK / YK 03/05/2021 12 4 F_� C 9r$n7 B 8rprr A U D 2M(A1) Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 It Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 3' 31 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D - HORZ(TL): 0.002 D - Creep Factor: 2.0 Max TC CSI: 0.234 Max BC CSI: 0.135 Max Web CSI: 0.006 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 185 /- A /149 /85 /67 D 50 /- /- /27 /- /- C 63 A A /36 /54 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# `011iIItIII fff fillip o E e 1100, No, 66367 s s ®;• STATE OF'1", 0cv�� ®144416111b FL REG# 278, Yoonhwak Kim, FL PE #86367 03/05/2021 —WARNING`* READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in, fabricating, handling, shipping, installing.and bracing. _ Refer to and follow the latest edition of is I ovr,-z- ror stanuaru plate positions. Meter to )oo s uenerai notes page Tor a0oitional mtormation. a division of ITW Buildin$QComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover pa e us drawing indicates acceptance of professional engeering responsibility solely -for the design shown. The suitability and use of This for any structure is the responsibility of the Building DDesigner per ANSIrrPI 1 Sec.2. information see these web sites: Alpine: alpineitw.com; TPI: tpinst.or • SBCA: sbcindustrycom• ICC: iccsafe orq• AWC: awc orq ALPINE RNR COWAW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67461 / JACK Ply: 1 Job Number: N362326 Cust: R8975 JRef1X3G89750045 T37 / FROM: RAA City: 2 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 064.21.1108.44681 Truss Label: CJ5E / YK 03/05/2021 12 C 4 10'6"5 M • � ti � C7 B (V (V s11 '� 818" ' D Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 4' 11 "4 4' 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in Icc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.004 D HORZ(TL): 0.007 D - Creep Factor: 2.0 Max TC CSI: 0.560 Max BC CSI: 0.250 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 252 /- /- /191 /108 /102 D 90 /- /- /49 /- /- C 119 /- /- /71 /107 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# % Irl 4 • O No. 86367 o m� STATE OF ZORIV d��llf9it16111►►, FL REG# 278, Yoonhwak Kim, FL PE 486367 03/05/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating,-handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properir attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face oT truss and position as shown above and on the Join f Details, unless noted otherwise. Defer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE Alpine, a division of ITW Buildingq�Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOWAW truss in conformance with -ANSI 1, or for handling, shipping,, installation and bracingcL of trusses. A seal on this drawing or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en ineenng responsibility solely for the design shown. The suitabiliCy and use of this drawing for any structure is the responsibility of the Buildinguesigner per ANSUTPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com• TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67462 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef1X3G89750045 T32 / FROM: RAA Qty: 2 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 064.21.1108.44493 Truss Label: CJ3E / YK 03/05/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T 61 12 4 C 2' 11 "4 1 @T 2' 11 "4 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): T m in 1 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D HORZ(TL): 0.001 D Creep Factor: 2.0 Max TC CSI: 0.290 Max BC CSI: 0.078 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 9' 10"5 r` ti 8'8" ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 183 /- /- /147 /82 /66 D 52 /- /- /27 /- /- C 64 /- /- /35 /61 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width =1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ��4�Si11111!!i/��I No. 86367 a r • CZ STATE 4F - 4 -4 ZORIV ,QN+AO `�`1 FL REG# 278,.Yoonhwak Kim, FL PE #86367 03/05/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building. -. Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attache. rigid ceiling Locations shown for of lateral restraint of webs shall have bracin installed per BCSI sections 53, B7 or B10, as applicable. Apply plates to each face, o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinQQComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the *NR COWV truss in conformance with ANSI/TPI 1, or for handling, shipping,. mstallapon and bracincl of trusses. A seal on this drawin or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en i ,eenng responsibilittyy solely -for the design shown. The suitabili y and use of this drawing for any structure is the responsibility of the Building�esigner per ANSI/TP1 1 Sec.2. Suite 305 For more information see these web sites: Alpine: aI ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or • AWC: awc.org Orlando FL, 32821 SEQN: 67463 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef IX3G89750045 T33 / FROM: RAA Qty: 2 ,7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 064.21.1108.44635 Truss Label: CAE / YK 03/05/2021 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " - T Tl Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 fit Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 12 4 � Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): C _F T o Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D HORZ(TL): 0.000 C Creep Factor: 2.0 Max TC CSI: 0.186 Max BC CSI: 0.025 Max Web CSI: 0.000 VIEW Ver. 20.02.00A.1020.20 9'2"9 :: ♦Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 139 /- !- /129 /95 /32 D 14 /- /- /11 /3 /- C - /-11 /- /28 /30 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# �X ° \c E IV " a • No.86367 lop--- V a STATE OF o is , 4s,ONAs tt`��� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/05/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face oP truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinlComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the RNMCOWAW trdss in conformance with ANSI 1, or for handling, shipping,, not. ion and bracin4 of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional enggneering responsibility solely -for the design shown. The suitability and use of this drawing for any sgructur is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67464 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3G89750045 T40 I FROM: MRS Qty: 4 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 064.21.1108.45087 Truss Label: CJ1L AK / YK 03/05/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 12 4 C B 31 A D 2X4(A1) 11114 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 15.00 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): T 9' 0"3 7"11 = 8r8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D HORZ(TL): 0.000 C - Creep Factor: 2.0 Max TC CSI: 0.198 Max BC CSI: 0.025 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 141 /- A 1134 /102 /31 D 10 Al A /16 /11 /- C - A15 A /29 /27 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# �,��tii�vr� r►r i<i����P • 41 ;f!r p� a No. 86367 a .. STATE OF ic- .4o FL REG# 278, Yoonhwak Kim, FL PE #86367 03/05/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWINGI —IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for of lateral restraint of webs shall hav bracing installed per BCSI sections B3, B7 or 1310, as applicable. Apply plates to each face. o truss and position as shown above and on tt e Join Details, unless noted otherwise. Refer to - ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildingg Components Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin44 of trusses. A seal on this drawingor cover page 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/Wl 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.orq Orlando FL, 32821 SEQN: 67482 / MONO Ply: 2 Job Number: N362326 Cust: R 8975 JRef:1X3G69750045 T23 FROM: RAA Qty: 1 ,7A5/320 ,4EHBH ,01 H ,RLO1 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 064.21.1108.45135 Truss Label: MG1 �AK / WHK 03/05/2021 2 Complete Trusses Required T 6, 1 3'2 9 7' 3:28 3'9"8 1112XC 12 5 p 4BX4 r� in ih 4X4A(A1) Li 1a'e 1z E D 1114X6 1114X8 Loading Criteria (psf) Wind Criteria TOLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 20.70 ft NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x6 SP #2 N; Webs: 2x4 SP #3; Nailnote Nail Schedule:0.128"x3" nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 4.25" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special Loads ------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 55 pit at 0.00 to 55 plf at 7.00 BC: From 10 plf at 0.00 to 10 plf at 7.00 BC: 161 lb Conc. Load at 1.09 BC: 1559 lb Conc. Load at 3.00 BC: 778 lb Conc. Load at 5.00 Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. 7' 3'0"12 T0"12 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/l 0(0) Plate Type(s): 3'11"4 T Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.021 E 999 360 VERT(CL): 0:038 E 999 240 HORZ(LL): 0.005 D - - HORZ(TL): 0.009 D Creep Factor: 2.0 Max TC CSI: 0.244 Max BC CSI: 0.667 Max Web CSI: 0.439 EW Ver: 20.02.00A.1020.20 HWAA 4 • Or a No.8636% • 6�l 5P STATE OF • [c/�q ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 1508 /- /- /- /956 /- D 1445 /- /- A /945 A Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 D Brg Width = - Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A - B 931 -1442 Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - E 1311 - 843 E - D 1252 - 808 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. E - B 948 - 568 B - D 858 -1330 M•.qt• a BdsIQN+A, `� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/05/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have pproper)v attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Building Components Group Inc. shall not. be respqonsible for any deviation from this drawing, any failure to build the trriss in conformance with ANSI/) PI 1, or for handling, shipping,, mstallatlon and bracing of trusses. A seal on this drawing or cover pa e listing this drawingg Indicates acceptance of professional englneering responsibilittyy solely -for the design shown. The suitability and use of This drawing for any structure is the responsibility of the Building Designer perANSI/TPI 1 Sec.2. For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcinduslry.com; ICC: iccsafe.org; AWC: awc.oro AL NE ANMCOMPANY 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67434 / SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3G89750045 T18 / FROM: RAA Qty: 22 ,7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 064.21.1108.44603 Truss Label: EJ7 / YK 03/05/2021 Loading Criteria (pst) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " C 21'10"3 12 5 (h Cl) CQ r_ Cl) B A 18'8"12 D 1, { 7 7' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 20.50 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.016 D HORZ(TL): 0.021 D Creep Factor: 2.0 Max TC CSI: 0.794 Max BC CSI: 0.537 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 327 /- /- /224 /164 /210 D 129 /- /- /70 /- /- C 177 /- /- /99 /208 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# o�AN WAS ,,r.5. No. 86367 ' - ; STATE 4E 0NAL f'�ei�aurta►►N�� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/05/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT * FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building t Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary. BCSL Unless noted -otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10 e. AppTy. plates to each face of truss and position as shown above and on the JoinrDetails, unless noted otherwise. Refer to 6OA-Z for standard plate positions. Refer to job's General Notes page for additional information. any of deviation from this drawing, any failure to build the of trusses. A seal on this drawin or cover page ,r the design shown. The suitability and use of this ALPINE ANR COWV 6750 Forum Drive Suite 305 Orlando FL, 32821 more TPI: SEQN: 67443 / SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3G89750045 T22 / FROM: RAA City: 3 ,7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 064.21.1108.44806 Truss Label: EJ72 / YK 03/05/2021 [y 21' 10"3 12 5 6-3 � M O B 18'8"12 A p =axarRl� Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " f�— 2' 7 7' Wind Criteria - Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 20.29 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 it Loc. from endwall: not in 4.50 ft GCp!: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bat chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): WAVE Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.012 D HORZ(TL): 0.016 D Creep Factor: 2.0 Max TC CSI: 0.738 Max BC CSI: 0.527 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 395 /- /- 1297 /219 /231 D 127 /- /- /67 A /- C 169 /- /- /90 /199 P Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ��� R�JN WAk Sri No. 86367 STATE OF a 15", X% ° • Z OR1aP• flogo ill imkkjkk� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/05/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing, and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI ancJ-SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10, as applicabgle. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to — ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOWAW truss in conformance with ANSI PI 1, or for handling, shipping,. installation and bracincl of trusses. A seal on this drawin or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engsneering responsibili(� solely -for the design shown. The suitability and use Nis drawing for any structure is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67444 / JACK Piy: 1 Job Number: N362326 Cust: R 8975 JRef:1X3G89750045 T4 / FROM: HMT Qty: 1 ,7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 064.21.110B.44432 Truss Label: CJ5A / YK 03/05/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit; 0.00 Load Duration: 1.25 Spacing: 24.0 " 12 C III3X8(E3) D 4X4(E3) 5" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 20.41 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Lt Slider: 2x4 SP #3; block length = 2.000' Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. V T4 4'3"4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 21'0"2 ZD N 18'8"12 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.033 B HORZ(TL): 0.038 B Creep Factor: 2.0 Max TC CSI: 0.598 Max BC CSI: 0.195 Max Web CSI: 0.176 Ver: 20.02.00A.1020.20 Q No.86367 v'p ®• STATE OF • c(/�� ri► ® 1-�. Q �A ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 161 /- /- /95 /60 /114 D 80 /- /- /44 /- /- C 113 /- A /65 /138 /- Wind reactions based on MWFRS A Brg Width = - Min Req = - D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Members not listed have forces less than 375# - ONAL ollljmlkkO FL REG# 278, Yoonhwak Kim, FL PE 486367 03/05/2021 -WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted o"therwise, top chord shall have properir attached structural sheathing and bottom chord shall have a properly attached ri id ceiling.Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, as applicabgle. Appplates to each face oT truss and position as shown above and on the Joinl Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the q, n Co,,,,,,,,,. truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyy solely for the design shown. The suitabilify and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.orq Orlando FL, 32821 - ONAL ollljmlkkO FL REG# 278, Yoonhwak Kim, FL PE 486367 03/05/2021 -WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted o"therwise, top chord shall have properir attached structural sheathing and bottom chord shall have a properly attached ri id ceiling.Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, as applicabgle. Appplates to each face oT truss and position as shown above and on the Joinl Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the q, n Co,,,,,,,,,. truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyy solely for the design shown. The suitabilify and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.orq Orlando FL, 32821 SEQN: 67445 / JACK Ply: 1 Job Number: N362326 'Gust: R 8976 JRef:1X3G89750045 T26 FROM: RAA Qty: 8 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 064.21.1108.44260 Truss Label: CJ5 KID / WHK 03/05/2021 C 12 2011 "14 5 00 a, N N B 6 3 A 18'8"12 D Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 20.07 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft - Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 4'11"4 4' 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.006 D HORZ(TL): 0.007 D - Creep Factor: 2.0 Max TC CSI: 0.624 Max BC CSI: 0.258 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 252 /- /- /180 /128 /152 C 121 /- /- /67 /143 /- D 91 /- /- /49 A /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ,Qtv+;111Ft11�/�r�� a r No. 86367 'fit • ,..�-... • � %� o• STATE OF o �rr 46 • OR 6 •�o®oC o NAL FL REG# 278, Yoonhwak Kim, FL PE #86367 03/05/2021 **WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING! '"IMPORTANT— FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted dtherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ri id ceilin Locations shown for ermanent lateral restraint of webs shall hay bracin installed per BCSI sections B3, B7 or B10, as applicable. App�y plates to each face. of truss and position as shown above and on tt a Join Details, unless noted otherwise. Defer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation. and bracin of trusses. A seal on this drawm or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional en ineenng responsibilit�yr solely or the design shown. The suitabili y and use of this drawing for any structure is the responsibility of the BuildingUesigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67446 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3G89750045 T30 / FROM: RAA Qty: 1 7A5/320 ,4EHBH ,01 H .RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 064.21.1108.44963 Truss Label: CJ52 / YK 03/05/2021 C 20'11"14 12 5 io 0 N N B co 6 18'8"12 A p 4X4(B1) Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 12' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 19.86 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 4' 11 "4 4' 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.004 D HORZ(TL): 0.005 D - Creep Factor: 2.0 Max TC CSI: 0.572 Max BC CSI: 0.248 Max Web CSI: 0.000 Ve r: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 325 /- /- /259 /186 /173 C 109 /- !- /53 /131 /- D 90 /- /- /47 /- A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# N WA JI CENS a4 � ea•ei �` No, 85367 o w O v +� STATE 4F Q� �0RIOQ: °° S' •reoe• ONAL 4IIIII4iUJkk0"" FL REG# 278, Yoonhwak Kim, FL PE #86367 03/05/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! —IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing, and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached riprd ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. App�y plates to each face oT truss and position as shown above and on the Joinf9Details, unless noted otherwise. Pefer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alping, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the "MCOMvun truss m conformance with ANSIlr{ PI 1, or for handling, shipping,. installation and bracinct of trusses. A seal on this drawm or cover pa a 675o Forum Drive listing this drawing indicates acceptance of professional en sneering responsibility solely -for the design shown. The suitabili y and use of this drawing for any s9ructure is the responsibility of the BuildingUesigner per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org _ Orlando FL, 32821 SEQN: 67447 / JACK Ply: 1 Job Number: N362326 Cust: R 8975 JRef:1X3G89750045 T27 / FROM: RAA Qty: 8 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 064.21.1108.44478 Truss Label: CJ3 �JB / WHK 03/05/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 19.65 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 12 C 2' 11 "4 )W Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA )w Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): T co Defl/CSI Criteria, PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.001 D - HORZ(TL): 0.001 D - Creep Factor: 2.0 Max TC CSI: 0.291 Max BC CSI: 0.080 Max Web CSI: 0.000 Ve r: 20.02.00A.1020.20 20'1 "14 18'8"12 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ ! R- ! Rh / Rw / U / RL B 182 /- /- /139 /96 /98 C 66 /- /- /34 /81 A D 53 /- /- /28 A /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# No.86367 n � r • � S. � r o STATE OFWO cam; �� S' ••ooe° m ll(II1N1N FL REG# 278, Yoonhwak Kim, FL PE 486367 03/05/2021 **WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING] **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent laterel restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicabgle. Apply plates to each face of truss and position as shown above and on the Join QDetails, unless noted otherwise. f�efer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$Components Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the "MCOWAW truss in conformance with ANSI/) PI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawing or cover page 6750 Forum Drive listing this drawing indicates acceptance of professional anc�pneenng responsibili��r solelyor the design shown. The suitability and use of This Suite Fos drawing for any structure is the responsibility of the Building -Designer per ANSI[TPI 1 Sec.2. For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or • SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67448 / FROM: RAA JACK I Ply: 1 Qty: 1 Job Number: N362326 ,7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS Truss Label: CJ3A Cust: R8975 JRef:1X3G89750045 T13 7 DrwNo: 064.21.1108.44868 / YK 03/05/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T 6"3 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 19.86 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 12 5 B 2' 11 "4 211 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): 20'1 '14 Nt 00 18'8"12 Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): -0.002 C HORZ(TL): 0.002 C Creep Factor: 2.0 Max TC CSI: 0.343 Max BC CSI: 0.112 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 115 /- /- (69 /44 [76 B 74 /- /- (42 (88 /- C 54 /- /- (30 /- 1- Wind reactions based on MWFRS A Brg Width = 8.0 Min Req = 1.5 B Brg Width = 1.5 Min Req = - C Brg Width =1.5 Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Members not listed have forces less than 375# ����tr��ti►�Rrrrrr CIENSOil 10, .o No, 86367 0 d STATE OF cam,; OR IV .,°yro3+,i ONAi ,�, FL REG# 278, Yoonhwak Kim, FL PE #86367 03/05/2021 "WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to A LPI N G drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information. Alpine, a division of ITW Buildin$g�Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the µ, COWAW truss in conformance with ANSIrfPI 1, or for handling, shipping,. installation and bracingg� of trusses. A seal on this drawingor cover paWe 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyy solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEON: 67449 / JACK Ply: 1 Job Number: N362326 Cusl: R 8975 JRef:1X3G89750045 T31 I FROM: RAA city: 1 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 064.21.1108.44885 Truss Label: CJ32 / YK 03/05/2021 C 20'1"14 5 � B 00 00 r- - T63 N 18'8" 12 A p 4X4(B1) Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 SDacina: 24.0 " i 2' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 19.44 ft TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SIP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131"x3.0", min. toe -nails at bottom chord. 2' 11 "4 2' 11 "4 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.003 D - HORZ(TL): 0.003 D - Creep Factor: 2.0 Max TC CSI: 0.781 Max BC CSI: 0.129 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 268 A /- /233 /165 /118 C 44 /- /- /27 /61 A D 51 /- A /27 /- A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ����tra4�►irrrrhe a9° HWA p�sr f( r N0.66367 STATE OF -lid ON+AB t e FL REG# 278, Yoonhwak Kim, FL PE #86367 03/05/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI an c7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attachetl ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face: of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW Buildin$cLComponents Group Inc. shall not, be responsible for any deviation from this drawipg, any failure to build the A e,, COWA,,., truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawin or cover pa9a 6750 Forum Drive listing this drawing indicates acceptance of professional engineering responsibilittyv solely -for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 For rnore information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: Iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67450 / JACK Ply: 1 Job Number. N362326 Cust: R 8975 JRef:1X3G89750045 T28 / FROM: RAA Qty: 10 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 064.21.1108.44823 Truss Label: CJ1 / YK 03/05/21 Loading Criteria (psi) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " T 6" 3 i Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 19.23 it TCDL: 4.2 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc., from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 12 5 C [-11"4--{ 1' i 11 "4 I 11"4 ) Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:20(0)/l 0(0) Plate Type(s): T T co o Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 D HORZ(TL): 0.000 C Creep Factor: 2.0 Max TC CSI: 0.168 Max BC CSI: 0.022 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 19'3"14 18'8"12 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 135 /- /- /123 /90 /44 C - /-11 1- /29 /31 /- D 14 /- /- /10 /3 A Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 C Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# `01iiii1 P (P ryittt,P NO. 86367 STATE OF If��dSIOAf+Ab t�,,� FL REG# 278, Yoonhwak Kim, FL PE #86367 03/05/2021 "'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING! "IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handling shipping, installing, and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached ripid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildingQ Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the MMCOWAW truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracincl of trusses. A seal on this drawing, or cover pa a 6750 Forum Drive listing this drawing indicates acceptance of professional enlu,eering responsibility solely -for the design shown. The suitabilil9y and use of This drawing for any sgructure is the responsibility of the Building Designer per ANSIrr I 1 Sec.2. Suite 305 For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com: ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 SEQN: 67467 / HIP_ Ply: 1 Job Number: N362326 FROM: RAA Qty: 1 ,7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS Truss Label: HJ6E Cust:R8975 JRef:1X3G89750045 T1 / DrwNo: 064.21.1108.44900 / YK 03/05/2021 5"14 A V r 0 2X4(A1) 2.83 0 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: - 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 0.00 ft NCBCLL: 0.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #1; Bot chord: 2x4 SP #2 N; Loading Hipjack supports 5-9-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes Provide (3) 0.131"x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 8'2"5 8'2"5 Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.017 D HORZ(TL): 0.031 D Creep Factor: 2.0 Max TC CSI: 0.865 Max BC CSI: 0.594 Max Web CSI: 0.000 VIEW Ver: 20.02.00A.1020.20 C T10'9"7 F_ N N � N 81811 D ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 250 /- /- /- /127 /- D 115 /- /- /32 /- /- C 273 /- A /- /211 /- Wind reactions based on MWFRS B Brg Width = 11.3 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# ve •o•�.•��j u��� NSA• all* � e � No. 86i367 a Q ��• ...gym .�r� v�1 ; STATE OF • ��� ~ +reel®••i tOR10� r�®00 e'o+s '(140 Nf� 8 eel FL REG# 278, Yoonhwak Kim, FL PE #86367 03/05/2021 ""WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS luire extreme care in fabricating handling,shipping, installing,and bracing. Refer to and follow the latest edition of BCSI (Building Safety Information, by TPI an fabricating, fsafety practices prior to performing these functions. Installers shall provide temporary BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310, le. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. f�efer to MA-Z for standard plate positions. Refer to job's General Notes page for additional information. /ision of ITW BuildinTComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the formance with ANSI PI 1, or for handling, shipping,, installation and bracinctof trusses. A seal on this drawin or cover page rawinq indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabili y and use Nis any s ructure is the responsibility of the Building Designer, per ANSI/TPI 1 Sec.2. ALPINE M" COWAW 6750 Forum Drive Suite 305 Orlando FL, 32821 SEQN: 67468 / HIP_ Ply: 1 Job Number: N362326 Cust: R 8975 JRefAX3G89750045 T43 / FROM: MRS Qty: 2 ,7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 064.21.1108.45056 Truss Label: HJ3 AK / YK 03/05/2021 2.83 12 C 1'5" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 7.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 37.00 Mean Height: 15.00 ft NCBCLL: 10.00 TCDL: 4.2 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 It Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2 N; Bot chord: 2x4 SP #2 N; Special Loads ----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From -0 plf at -1.41 to 54 plf at 0.00 TC: From 2 plf at 0.00 to 2 plf at 4.18 BC: From 2 pif at 0.00 to 2 plf at 4.18 TC: -2 lb Conc. Load at 1.37 BC: 19 lb Conc. Load at 1.37 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes Provide (2) 0.131 "x3.0", min. toe -nails at top chord. Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord. 4'2"3 4'2"3 Snow Criteria (Pg,Pr in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:20(0)/10(0) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.001 D - HORZ(TL): 0.004 D - Creep Factor: 2.0 Max TC CSI: 0,120 Max BC CSI: 0.144 Max Web CSI: 0.000 Ver: 20.02.00A.1020.20 T 9'8"4 C\I M 8r8rr ♦ Maximum Reactions (lbs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL E 142 /- /- A /86 A D 69 A A /- /6 /- C 36 A A A /8 A Wind reactions based on MWFRS E Brg Width = 10.6 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing E is a rigid surface. Bearing E requires a seat plate. Members not listed have forces less than 375# 0111IIItfrf)ffffl ease �',o• ® �\CE Ns s�f rp��i� ,a No. �6367 r • v?S , STATE 4F •Goa i �OR1ap�`°.�a /11111118111 FL REG# 278, Yoonhwak Kim, FL PE 486367 03/05/2021 -WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING "IMPORTANT'"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS quire extreme care in fabricating, handlin shipping, instaliing,and bracing. Refer to and follow the latest edition of BCSI (Building d Safety Information, by TPI an SBCA) fo'r safety practices pnor to performing these functions. Installers shall provide temporary r BCSI. Unless noted o herwise,.top chord shall have proper)y attached structural sheathing and bottom chord shall have a properly id ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, e. AppTy plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to 60A-Z for standard plate positions. Refer to job's General Notes page for additional information. ivision of ITW BuildincLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the tf 1rmin ce with ANSI/TPI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawing or cover page Jrawin9: indicates acceptance of professional enc,�rneenng responsibilitx solely or the design shown. The suitability and use of this ALPINE mmvconwa 6750 Forum Drive Suite 305 Orlando FL, 32821 more information see these -web sites: Alpine: aloineitw.com: TPI: SEQN: 67452 / SPEC Ply: 1 Job Number: N362326 Cust: R 8975 JRef1X3G89750045 T19 ! FROM: RAA Qty: 5 7A5/320 ,4EHBH ,01 H ,RL01 / 4EHB / 2601 / HAYDEN EXPRESS DrwNo: 064.21.1108.44619 Truss Label: HJ7 / WHK 03/05/2021 Loading Criteria (psf) TCLL: 20.00 TCDL: 7.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 37.00 NCBCLL: 0.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 5'7"8 5'7"8 9'10"1 4'2"9 21'10"2 12 3.54 p ; 4X4 C ir) 90 ih B ALl N 1 1418'8"12 G F F �— VT Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 20.50 ft TCDL: 4.2, psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 It Loc, from endwall: NA GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP 92 N; Bot chord: 2x4 SP #2 N; Webs: 2x4 SP #3; Loading Hipjack supports 6-11-8 setback jacks with no webs. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Additional Notes Refer to General Notes for additional information Provide (3) 16d common 0.162"x3.5", toe -nails at TC. Provide (3) 16d common 0.162"x3.5", toe -nails at BC. 5'5"12 3'6"3 1 1( '1 5'5"12 18'11"15 9'1 Snow Criteria (Pg,Pf in PSF) Deft/CSI Criteria Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Pf: NA Ce: NA VERT(LL): 0.044 G 999 360 Lu: NA Cs: NA VERT(CL): 0.082 G 999 240 Snow Duration: NA HORZ(LL): 0.008 C - - HORZ(TL): 0.014 C Building Code: Creep Factor: 2.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.512 TPI Std: 2014 Max BC CSI: 0.699 Rep Fac: No Max Web CSI: 0,268 FT/RT:20(0)/10(0) Plate Type(s): VIEW Ver: 20.02.00A.1020.20 tArnvF o' OA�WA(ffr%I i m � No, 86367 ° • a STATF OF.rv° ct,� rs�®�•�®1ORtDP be "IS4Qi V �1 F• � e ll(1(y10111` ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 324 /- /- /- /205 /- E 363 /- A /- 1142 /- D 211 /- A A /206 A Wind reactions based on MWFRS B Brg Width = 10.6 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing B is a rigid surface. Bearing B requires a seat plate. Members not listed have forces less than 375# Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. B - C 439 - 713 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - G 664 -404 G - F 654 -406 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. C - F 458 -737 FL REG# 278, Yoonhwak Kim, FL PE 486367 03/05/2021 "WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING "IMPORTANT`" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS Trusses require extreme care in fabricating, handlin shipping, stalling and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, bV TPI anc7 SBCA) fo'r safety practices pnor to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly attached rigid ceiling Locations shown for permanent laterel restraint of webs shall have bracing installed per BCSI sections B3, 67 or 810, as applicable. Apply plates to each face optruss and position as shown above and on the Joint Details, unless noted otherwise._- Defer -to ALPINE drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinIc�Components Group -Inc. shall not, be responsible for any deviation from this drawing, any failure to build the MMCOAWAW truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover pare 675o Forum Drive listing this drawing indicates acceptance of professional en ,eering responsibilittyy solely for the design shown. The suitability and use of 4 is drawing for any structure is the responsibility of the Building�esigner per ANSI/T 11 Sec.2. Suite 305 For -more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com• ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821 e Gable Stud Reinforcement Detail ASCE 7-10i 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Uri 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 n- tan -L Ul-A c. -A IM, u _- - --­ S 2x4 Brace Gable Vertical Spacing Species Grade , No Braces (1) lx4 'L' Brace w (1) 2x4 'L' Brace w (2) 2x4 'L' Brace ww (1) 2x6 'L' Brace w (2) 2x6 'L' Brace w Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B S P F #1 #2 1.9' 3• U #3 3' 8' 5' 9' 6' 2' 7' 8' i' 11' 9' 1'1 9' 6' 12, 0' 12' 6' 14' 0' 14' 0' Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12' 0' 12' 6' 14' 0' 14' 0' Oj 0 Standard 3' 8' 4' 11' 5' 3' 1 6' 7' 7111 8' 11' 9' 6' 10' 4' 11' 1' 14' 0' 14' 0' #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 12' 9' 14' 0' 14' 0' J S P #2 3' 10, 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' #3 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' d P Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 6' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' U _ S P P #1 / #2 4' 5' 7' 6' 7' 9' 8' 10, 9' 3' 10' 7' 11' 0' 13' Il' 14' 0' 14' 0' 14' 0' +> _ #3 4' 2' 7' 1' 7' 9' 8' 9' 9' 1' 10' 5' 10' 10, 13' 9' 14' 0' 14' 0' 1 14' 0' U L1 P Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10, 13' 9' 14' 0' 14' 0' 14' 0' Q1 0 �I Standard 4' 2' 6' 1' 6' 5' 8' 1' 6' 8' 10, 5' 10' 10' 1 12' 8' 13' 7' 14' 0' 14' 0' #1 4' 7' 7' 7' 7' 11' 9' 0 9' 4' 10, 6' 11' 1' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 5' 7' 6' 7' 9' 6' 10, 9' 3' 10' 7' ill 0' 13' 11' 14' 0' 14' 0' 14' 0' Q1 D rr L #3 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10, 6' 10, 11' 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10, 2' 10, 10, 11' 10, 12' 7' 14' 0' 14' 0' [- S P #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' CS _ r #3 4' 7' 8' 2' 8' 5' 9' 6' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' U 0 I� H d 4' 7' 8' 2' 6' 5' 9' 8' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' B' 8' 9' 11' 10' 3' Ill 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 11' 7' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 7' 10' 9' 8' 10, 1' 11' 7' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' .--I D f[- L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 6' 6' 11' 8' 8' 9' 3' 11' 6' 12' 0' 13' 7' 14' 0' 14' 0' 14' 0' Diagonal brace option - vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 600# at each end. Max web total length Is 14'. Vertical length shown In table above. Connect dianonnl at AN 1TWC01 115141 Eanh\ Cily1 Expressway \ 1 Suile1242 \\ Eanh\ City,\ M0163045 ..,. About Truss � 1t3� 31E ,L, L IIIItP!!►! Brace �4 WA�l��/!� • 2x6 DF-L #2 or t ©• • • 4 better diagonal "r oOA� • brace) single I or double cut 6' � • �3 7 451* (as shown) at L 1 upper end, .1 M rl n! on l,r , Bearing a Refer to chart abo o, In �v Rica "YARNING" READ AND FOLLDV ALL NDTES oN THIS 1RAVM r a • wwDfMTANTww FURNISH THIS DRAVM M ALL CWMACT1RS INCLUDDIG THE INSTALLERS. �/ /� • Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and 0 �(i • S + o R 0 nlow the latest edition of BCSI (BuRdtng Component Safety Information, by TPI and SBCA) for safety;Uc✓ l?)S %� f+ less ce. notedlootherr to wiseF o performing shathese ll havepropertyattached ers shatt structural ovide pshenthlry g bracing ber ottom Schord�'A� 1 ;, iall haven properly attached rigid ceiling. Loctbns shown for permanent Intern: restraint of webs ,all have hating Installed per BCSI sections B3, B7 or H10, as applicable. Apply plates to each face truss and position as shown above and on the Joint Details, unless noted otherwise. rfer to drawings 16OA-Z for standard plate positions. Alpine, a division of ITV Binding Components Group Inc shall not be responsible for any deviation fron is drawing, any failure to build the truss in confornance with ANSI/TPI 1, or for handling, shipping, -tallation 6 bracing of trusses. A seal on this drawing or cover page Ustkp this drawing, Indicates acceptance of professional glneeNng responsWlity solely far the design shorn The sultabiUty and use of this drawing r any structve is the responsWlty of the Buntline Designer per ANSI/TPI 1 Sec2. For more Information see this Job's general notes l n and these web s:ftYl 5 7�p �8 l oonhwak Kim, FL PE #863( ALPINE vD v walpineltw,con) TPw.tpinst.org) SBCM vwsbdndustry.orgi ICd wwdc f Bracing Group Species and Grades, Group Al S ruce-Pine-Fir Hem -Fir #1 / #2 iStandard #2 Stud #3 Stud #3 IStandardl Dou lns Fir -Larch Southern Pinew3mm #3 #3 Stud Stud Standard Standard Group B: Hem -Fir #1 & Btr #1 Douglas Fir -Larch Southern Pinewww #1 #1 #2 #2 EL 1x4 Braces shall be SRB (Stress -Rated Board). wwFor Ix4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards, Group B values may be used with these grades. Gable I russ Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over continuous bearing (5 psf TC Dead Load), Gable end supports load from 4' 0' outlockers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with 10d (0,128'x3.0' min) nails. )K For (1) 'L' brace- space nails at 2' o.c. In 18' end zones and 4' o.c, between zones. )K)KFor (2) 'L' bracest space nails at 3' o.c. In 18' end zones and 6' o.c. between zones. 'L' bracing must be a minimum of 807 of web member length. Gable Vertical Plate Sizes 1P Vertical Len th No S lice Less than 4' 0' 2X3 Greater than 4' 01, but less than IS' 6' 3X4 Greater than 11' 6' 4X4 II+ Refer common truss design for peak, splice, ice, and heel plates, b Refer to the Building Designer for conditions i not addressed by this detail. REF ASCE7-10-GAB16015 DATE 10/01/14 DRWG A16015ENC101014 AX. TOT, LD, 60 PSF AX. SPACING 24,0' Gable Stud Reinforcement Detail ASCE 7-16: 160 mph Wind Speed, 15/ Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 I1r, 1?n mnh Winn Snoorl_ 15' Monn 14.1M,+ Pn +L.ii., ro._L.--A r.,,--- n vim+ - ran S 2x4 �Brace Gable VerticalNo Spacing Species Braces (1) lx4 'L' Brace w (1) 2x4 'L' Brace w (2) 2x4 'L' Brace w■ (1) 2x6 'L' Brace w <2) 2x6 'L' Brace *31 Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B S P #1 / #2 ' ' - #3 3' 8' 5' 9' 6' 2' 7' 8' 7' 11- 9' 1' 9' 6- 12, 0' 12' 6' 14' 0' 14' 0' HF Stud 3' 8' 5' 9' 6' 1' 7' 8' 7' 11' 9' 1' 9' 6' 12, 0' 12' 6' 14' 0' 14' 0' 0 Standard 3' 6' 4' 11' 5' 3' 6' 7' 7' V 8' 11' 9' 6 10' 4' 11' 1' 14' 0' 14' 0' #1 4' 0' 6' 8' 6' 11' 7' 10' 8' 2' 9' 4' 9' 8' 12' 4' 12' 9' 14' 0' 14' 0' J S P #2 3' 10' 6' 7' 6' 10' 7' 9' 8' 1' 9' 3' 9' 7' 12' 2' 12' 8' 14' 0' 14' 0' #3 3' 9- 5' 3' 5' 7' 6' 11' 7' 5' 9' 2' 9' 7' 10, 11' 11' 8' 14' 0' 14' 0' d P Stud 3' 9' 5' 3' 5' 7' 6' 11' 7' 5- 9' 2' 9' 7' 10, 11' 11, 8' 14' 0' 14' 0' Standard 3' 6' 4' 7' 4' 11- 6' 2- 6' 7' 8' 4' 8' 11' 9' 8' 10' 4' 13' 1' 14' 0' U #1 / #2 4' 5' 7' 6' 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' _ S P P #3 4' 2' 7' V 7' 9' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' U LI [ H Stud 4' 2' 7' 1' 7' 6' 8' 9' 9' 1' 10' 5' 10, 10' 13' 9' 14' 0' 14' 0' 14' 0' QJ 0 I Standard 4' 2' 6' 1' 6' 5- 8' 1' 8' 8' 10' 5' 10, 10' 12' 8' 13' 7' 14' 0' 14' 0' #1 4' 7' 7' 7' 7' 11' 9' 0' 9' 4' 10, 8' ill 1' 14' 0' 14' 0' 14' 0' 14' 0' S P #2 4' 5' 7' 6- 7' 9' 8' 10' 9' 3' 10' 7' 11' 0' 13' 11' 14' 0' 14' 0' 14' 0' OJ D D P L #3 4' 4- 6' 5' 6' 101. 8' G. 9' 1' 10' 6' 10, 11' 13' 4' 14' 0' 14' 0' 14, 0' Stud 4' 4' 6' 5' 6' 10' 8' 6' 9' 1' 10' 6' 10' 11- 13' 4' 14' 0' 14' 0' 14' 0' Standard 4' 2' 5' 8' 6' 0' 7' 6' 8' 0' 10' 2' 10' 10' 11' 10' 12' 7' 14' 0' 14' 0' Q #1 / #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 10' 7' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' d S P P #3 4' 7' B' 2- 8' 5' 9' 8' 10, 0' 11' 6' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' L� U u d 4' 7' 8' 2' 8' 5' 9' 8' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' 0 �l Standard 4' 7' 7' 0' 7' 5' 9' 4' 10, 0' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' X #1 5' 1' 8' 5' 8' 8' 9' 11' 10' 3' 11' 9' 12' 3' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 10' 8' 3' 8' 7' 9' 9' 10' 2' 11' 7' 12, 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 12, 0' 14' 0' 14' 0' 14' 0' 14' 0' r-I D P L Stud 4' 9' 7' 4' 7' 10' 9' 8' 10' 1' 11' 7' 12, 0' 14' 0' 14' 0- 14' 0' 14' 0' Standard 4' 7' 6' 6- 6' 11' 8' 8' 9' 3' 11' 6' 12' 0' 13' 7' 14' 0' 14' 0- 14' 0' Diagonal brace optlon, vertical length may be doubled when diagonal brace Is used. Connect diagonal brace for 600# at each end. Max web total length Is 14'. Vertical length shown In table above. Connect dlo.gonnl at midoolnt of vertical web. AN ITW CO %% 514% Earth% City\ Expressway I Suite\ 242 % % Eanh% City,% MO% 63045 Truss about!{_ L S 'L' Brace End iq Zones, typ. 2x6 DF-L #2 or better diagonal r `1 A O bracer single ti O or double cut <as shown) at L upper end. oniyfs&Bel \41.1 `U` Refer to chart aboii2' WAVARNBU— READ AND FR10V ALL NOTES ON THIS DRAVM w' —DWMTANTn FURNISH TIRS DRAVIN6 TO ALL CONTRACTORS DICIAMM THE INSTALLER&. i Trusses require extreme care In fabricating, handling, shipping, Installing and bracing, Refer to and ,[low the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety •actices prior to performing these functions. Installers shall provide temporary, bracing per BCSL ,less noted otherwise, top chord shall have properly attached structural sheathing and bottom chor ,all have a properly attached rigid ceiling, Locations shown for permanent lateral restraint of webs ,all have bracing Installed per BCSI sections B3, B7 or HIO, as oppllcable, Apply plates to each face truss and position as shown above and on the Joint Details, unless noted otherwlse. Wer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation frc Os drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, -tallatlon R bracing of trusses. A seal on this drawing or cover page Ustnng this drawing, indicates acceptance of professional ngineewng responswity solely for the design shown The suitnWllty and use of this drawing r any struci,re L' the responsibility of the BuildingDesigner per ANSI/TPI 1 Sec2. For no" Information see this Job's general notes page and these webs Q la �J7R ALPINE, wwwalpineltw.coni TPD wwwApinst,orgi SECA, www,sbcindustryargi ICC, wwwJ 7 111111//o IWq�'��Prr a 9Au �0RIV�:el' � • 0 'S/0N�A� Bracing Group Species and Grades, Group At S ruce-Pine-Fir Hem -Fir #1 / #2 Standard #2 Stud #3 Stud 1 11 #3 Standard Dou ins Fir -Larch Southern Pinewww #3 #3 Stud Stud Standard Standard Group B, Hem -Fir #1 & Btr #1 Do"" u ins Flr-Lurch Southern Pinewww #1 #1 #2 #2 lx4 Braces shall be SRB (Stress -Rated Board),I wwFor lx4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these grades. Gable Truss Detail Notes+ Wind Load deflection criterion Is L/240. Provide uplift connections for 75 plf over continuous bearing <5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Attach 'L' braces with 10d (0.128'x3.0' min) nails. )K For (1) 'L' brace, space nails at 2' o.c. In 18' end zones and 4' o.c. between zones, )K)KFor <2) 'L' braces, space nails at 3' o.c. In IS' end zones and 6' o.c. between zones. 'L' bracing must be a minimum of 80X of web member length. II Gable Vertical Plate Sizes 11 Vertical Length No S lice Less than 4' 0' 2X3 Greater than 4' 0', but less than 11' 6' 3X4 Greater than "' 6' 4X4 + Refer to common truss design for peak, splice, and heel plates. 11 Refer to the Building Designer for conditions not addressed by this detail. TOT, LD, 60 PSF SPACING 24,0' REF ASCE7-16-GAB16015 DATE 01/26/2018 DRWG A16015ENC160118 Gable Stud Reinforcement Detail ASCE 7-10: 160 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or 140 MPH Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C. Kzt = 1.00 ' Or: 140 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 ❑r+ 12n mnh Wind Snood. 9n' Monn Holnk+ Pnr+inli" Cnr1nen,4 C....­n v-.� - i nn S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace iK (1) 2x4 'L' Brace x (2) 2x4 'L' Brace xx (1) 2x6 'L' Brace X (2) 2x6 'L' Brace ■ Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 3' 8' 6' 3' 6' 6' 75' 7' 8' 8' 9' 9' 2' 11' 7' 12' 0' 13' 9' 14' 0' 0) U S P F #3 3' 6' 5' 5' 5' 9' 7' 2' 7' 7' 8' 8' 9' 1' 11' 3' 11' il' 13' 7' 14' 0' HF Stud 3' 6' 5' 4' 5' 8' 7' 2' 7' 7' 8' 8' 9' 1' 11' 2' 11' 11' 13' 7' 14' 0' o Standard 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' 8' ill 9' 8' 10' 4' 13, 1' 14' 0' #1 3' 10, 6' 4' 6' 7' 7' 6' 7' 9' 8' 11' 9' 3' 11' 9' 12' 2' 13' 11' 14' 0' J S P #2 3' 8' 6' 1' 6' 6' 7' 5' 7' 8' 8' 9' 9' 2' 11' 7' 12' 0' 13' 9' 14' 0' #3 3' 7' 4' 10' 5' 2' 6' 5' 6' 11' 8' 9' 9' 1' 10, 1' 10, 10' 13181 14' 0' d P Stud 3' 7' 4' 10' 5' 2' 6' 5' 6' ll' 8' 9' 9' 1' 10, 1' 10, 10' 13' 8' 14' 0' Standard 3' 3' 4' 3' 4' 7' 5' 8' 6' 1' 7' 9' 8' 3' 8' 11' 9' 7' 12, 2' 13, 0' �-% #1 / #2 4' 2' 7' 2' 7' 5' 8' 5' 8' 9' 10, 1' 10' 6' 13' 3' 13' 9' 14' 0' 14' 0' _ S P P #3 4' 0' 6' 7' 7' 5' 8' 4' 8' e' 9' 11' 10' 4' 13' 1' 13' 7' 14' 0' 14' 0' U H Stud 4' 0' 6' 7' 7' 0' 8' 4' 8' e' 9' 11' 10' 4' 13' 1' 13' 7' 14' 0' 14' 0' U Standard 4' 0' 5' 8' 6' 0' 7' 6' B' 0' 9' 11' 10' 4' 11' 10' 12' 8' 14' 0' 14' 0' #1 4' 5' 7' 3' 7' 6' 8' 7' 8' 11' 10, 2' 10' 7' 13' 5' 13' 11' 14' 0' 14' 0' S P #2 4' 2' 7' 2' 7' 5' 8' 5' 8' 9' 10, 1' 10, 6' 13, 3' 13, 9' 14' 0' 14' 0' #3 4' 1' 5' 11' 6' 4' 7' 11' 8' 5' 10, 0' 10' 5' 12' 5' 13' 3' 14' 0' 14, 0' QJ C D r L Stud 4' 1' 5' 11' 6' 4' 7' 11' 8' 5' 10' 0' 10' 5' 12' 5' 13' 3' 14' 0' 14' 0' Standard 4' 0' 5' 3' 5' 7' 7' 0' 7' 6' 9' 5' 10' 2' 11' 0' 11' 9' 14' 0' 14' 0' #1 / #2 4' 8' 7' 11' 8' 2' 9' 4' 9' B. 10, 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' d _ Sc P I� #3 4' 5' 7' 7' 8' 1' 9' 2' 9' 6' 10, 11' 11, 5' 14' 0' 14' 0' 14' 0' 14' 0' U LJ P Stud 4' 5' 7' 7' 8' 1' 9' 2' 9' 6' 10, 11' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' U I� Standard 4' 5' 6' 6' 6' 11' 8' 8' 9' 3' 10' 11' 11' S' 13' 7' 14' 0' 14' 0' 14' 0' X #1 4' 10' 8' 0' 8' 3' 9' 5' 9' 9' 11' 2' 11' 8' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 8' 7' 11' 8' 2' 9' 4' 9' 8' 11' V 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 6' 6' 10' 7' 3' 9' 1' 9' 7' ll' 0' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' .--I [- D f L Stud 4' 6' 6' 10' 7' 3' 9' 1' 9' 7' 11' 0' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 5' 6' 1' 6' 5' 8' 1' 8' 7' 10' 11' 11' 5' 12' 8' 13' 7' 14' 0' 14' 0' Bracing Group Species and Grades+ Group At S ruce-Pine-Fly, Hen -Fir #1 / #2 Stnndnrd #2 Stud #3 1 Stud 1 #3 IStQndardl Dou ins Fir -Larch Southern Pinemmm #3 #3 Stud Stud Standard I Standard Group Bi Hen -Fir #1 & Btr #1 Douglas Fir -Larch Southern Plnermom #1 #1 #2 #2 1x4 Braces shall be SRB (Stress -Rated Board). ■wFor lx4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards. Group B values may be used with these grades. Gable Truss Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 135 plf over continuous bearing (5 psf TC Dead Load). Gable end supports load from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. Atiaut jt Attach 'L' braces with 10d (0,128'x3.0' min) nails. able Truss )K For (1) 'L' brace+ space nails at 2' o.c. In IS' end zones and 4' o.c. between zones. Diagonal brace option- )K)KFor (2) 'L' braces+ space nails at 3' o.c, vertical length may be T In 18' end zones and 6' o.c, between zones, doubled when diagonal 18' )K 'L' bracing must be a minimum of 80X of web brace Is used. Connect dlagonnl brace for 690# •L. L -�- 1+��i►rrrp member length. at each end. Max web Brace WA Gable Verticnl Plate Sizes total length Is 14'. h • Ir r% • • /� ��� Verticnl Len th No S lice 2x6 DF-L #2 or I <� V • • �p Less than 4' 0' 2X4 better dlagonnl r 1I �A •• Greater than 4' 0', but 4X4 Vertical. Length shown bracer single 8, 4 # less than 12' 0' In table above. 45' or double cut (as L 1 �� shown) at Iril I + Refer to common truss design for upper end. ri npeak, splice, and heel plates. Connect diagonal at • ne o•' riW seBenring ry , 'L C G'Ic Refer to the Building Designer for conditions midpoint of vertical web. Refer to chart abo C v or roa� vQl3tft a not addressed by this detail. ovARNDraH READ AND FfLLDV ALL NOTES W THIS DRAVMGI / �DPCIRTANTww FURNISH THIS DRAVIW TO ALL CONTRACTORS INCLUDING THE DuTALLERs. fl • Qn1�� `°` C REF ASCE7-10-GAB16030 Trusses require extreme care N fabrlcatlnp, handling, shipping, Installing and bracing, Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety iS 1 � ('T (7 # » • • p s` / U [[11 DATE 10�01�14 practices prior to performing these Functions. Installers shall provide temporaryy bracing per BCSL Unless noted otherwise, top chord shall have attached bottom jl l % DRWG A16030ENC101014 properly structural sheatHYrg and chord shall have a properly attached Hold ceiling. Locations shown for permanent lateral restraint of webs shall have bracing Installed BCSI `ly, M j //e1�+'�i111`\1 \ ah per sections B3, B7 or BIO, as appUcable. Apply plates to each face of truss and position as shown above and on the Joint Detalis, unless noted otherwise. P' Refer to drawings 160A-Z for standard plate positions. a c Alpine, division of ITW Building Components Group Inshall not be responsible for any deviation fran )AX, AN llW COMPANY this drawing, any failure to bu0d the truss In conformance with ANSI/TPI 1, or for handling, shipping, InstWatlen 6 bracing of trusses. TOT, LD, 60 PSF A sent on this drawing or cover page Ustkp this drawing, k,dcmtes acceptance of professional 11514\Earth\ Cit \ Expressway Y y engineering responsWlty solely for the design shown. The slth abittty and use of this dwg rn 11 Suite%242 For any structure Is the rasponsWlty of the Bulldhg Designer per ANSUIPI 1 SecP- %\Earth\City.%MO\63045 For no" Information see this Job's general notes page and these web si ALPINE+ TPI, MAX. SPACING 24,0' www.alpineltw,conN www.tpinst.orgi SECA, www.sbctndustryargN 100 ww-=WW178. Yoonhwak Kim FL PE #86367 Gable Stud Reinforcement Detail ASCE 7-16: 160 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or, 140 MPH Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Ort 140 Mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 Or, 120 Mph Wind Speed, 30' Mean Height, Partially Enclosed, Exposure D, Kzt = 1.00 S 2x4 Brace Gable Vertical Spacing Species Grade No Braces (1) lx4 'L' Brace x (1) 2x4 'L' Brace x (2) 2x4 'L' Brace xx (1) 2x6 'L' Brace x (2) 2x6 'L' Brace 131 Group A Group B Group A Group B Group A Group B Group A Group B Group A Group B #1 / #2 3' 8' 6' 3' 6' 6' 7' 5' 7' 8' 8' 9' 9' 2' 11' 7' 12' 0' 13' 9' 14' 0' U Sp I F #3 3' 6' S' 5' 5' 9' 7' 2' 7' 7' 8' 8' 9' 1' ill 3' ill 11' 13' 7' 14' 0' Stud 3' 6' 5' 4' 5' 8' 7' 2' 7' 7' 8' 8' 9' 1' 11' 2' 11' 11' 13' 7' 14' 0' O Stnndnrd 3' 6' 4' 7' 4' 11' 6' 2' 6' 7' 8' 4' B' 11' 9' 8' 10' 4' 13, 1' 14' 0' #1 3' 10' 6' 4' 6' 7' 7' 6' 7' 9' 8' 11' 9' 3' 11' 9' 12, 2' 13' 11' 14' 0' J S P #2 3' 8' 6' 1' 6' 6' 7' 5' 7' 8' 8' 9' 9' 2' 11' 7' 12, 0' 13' 9' 14' 0' #3 3' 7' 4' 10' 5' 2' 6' 5' 6' ill 8' 9' 9' 1' 10, 1' 10, 10' 13' 8' 14' 0' d DFLI Stud 3' 7' 4' 10' 5' 2' 6' 5' 6' 11' 8' 9' 9' 1' 10, 1' 10, 10' 13' 8' 14' 0' Standard 3' 3' 4' 3' 4' 7' 5' 8' 6' 1' 7' 9' 8' 3' 8' ill 9' 7' 12, 2' 13' 0' U #1 / #2 4' 2' 7' 2' 7' 5' 8' 5' 8' 9' 10, 1' 10' 6' 13' 3' 13, 9' 14' 0' 14' 0' _ S P F #3 4' 0' 6' 7' 7' 5' 8' 4' 8' B' 9' 11' 10, 4' 13, 1' 13' 7' 14' 0' 14' D- U LJ [ Stud 4' 0' 6' 7' 7' 0' 8' 4' 8' B' 9' 11' 10' 4' 13' 1' 13' 7' 14' 0' 14' 0' oi O I I Standard 4' 0' S' B' 6' 0' T 6' 8' 0' 9' 11' 10' 4' 11' 10' 12' B' 14' 0' 14' 0' #1 4' 5' 7' 3' 7' 6' 8' 7' 8' 11' 10, 2' 10' 7' 13' 5' 13, 11' 14' 0' 14' 0' S P #2 4' 2' 7' 2' 7' 5' 8' 5' 8' 9' 10, 1' 10' 6' 13' 3' 13' 9' 14' 0' 14' 0' #3 4' 1' 5' 11' 6' 4' 7' 11' 8' 5' 10' 0' 10' 5' 12' 5' 13' 3' 14' 0' 14' 0' 0) D F L Stud 4' 1' 5' 11' V 4' 7' 11' 8' 5' 10, 0' 10' 5' 12' 5' 13' 3' 14' 0' 14' 0' Standard 4' 0' 5' 3' 5' 7' 7' 0' 7' 6' 9' 5' 10' 2' ill 0' 11' 9' 14' 0' 14' 0' 0 #1 / #2 4' 8' 7' 11' e' 2' 9' 4' 9' 8' 10, 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' d S P F #3 4' 5' 7' 7' 8' 1' 9' 2' 9' 6' 10, ill 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' U I I F Stud 4' 5' 7' 7' 8' 1' 9' 2' 9' 6' 10, 11' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' O I�I Standard 4' 5' 6' 6' 6' 11' B' 8' 9' 3' 10' 11' 11' 5' 13' 7' 14' 0' 14' 0' 14' 0' X #1 4' 10' 8' 0' 8' 3' 9' 5' 9' 9' 11' 2' 11' 8' 14' 0' 14' 0' 14' 0' 14' 0' d S P #2 4' 8' 7' 11' 8' 2' 9' 4' 9' 8' ill 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' #3 4' 6' 6' 10' 7' 3' 9' 1' 9' 7' 11' 0' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' r-I D F L Stud 4' 6' 6' 10' 7' 3' 9' 1' 9' 7' 11' 0' ill 6' 14' 0' 14' 0' 14' 0' 144 0' Standard 4' 5' 6' 1' 6' 5' 8' 1' 8' 7' 10, 11' 11' 5' 12' 8 13' 7' 14' 0' 14' 0' Bracing Group Species and Grades, Group AI S ruce-Pine-Fir Hem-Flr Stnndnrd #2 Stud #3 Stud #3 Stnndnrd Dou las Fir -Larch Southern Plnewww #3 i Stud Stud Standard Standard Group Bi Hen -Fir #1 & Btr #1 Dou Ins Flr-Lurch Southern Plnewww #1 #1 #z 1 #2 lx4 Braces shall be SRB (Stress -Rated Board), wwFor lx4 So. Pine use only Industrial 55 or Industrial 45 Stress -Rated Boards, Group B values ma be used with these rndes. Gable Truss Detail Notes: Wind Load deflection criterion Is L/240. Provide uplift connections for 135 plf over continuous bearing (5 psf TC Dead Load). Gable end supports toad from 4' 0' outlookers with 2' 0' overhang, or 12' plywood overhang. About j� Attach 'L' braces with IOd (0,128'x3.0' min) nalls, able Truss )K For (1) 'L' braces space nails at 2' o.c. In Is' end zones and 4' o,c, between zones. Diagonal brace options )K)KFor (2) 'L' bracesi space nails at 3' o,c, vertical length may be In 18' end zones and 6' o.c, between zones. doubled when diagonal 18' 'L' bracing must be a minimum of 80X of web brace is used. Connect L 1Q4�,� fffff member length. diagonal brace for 690# at each end. Max web 'L' Wqx' P10. Gable Vertical Plate Sizes total length Is 14'. Brace End Zones, typ, �: 54/t Vertical Q • ` / r/ �� Len th No S lice 2x6 DF-L #2 or "r' e� , �p Less than 4' 0' 2X4 better diagonal yA xo Greater than 4' 0', but 4X4 Vertical length shown brace: single 8, �4 s less than 12' 0' In table above. 45' or double cut I L (as shown) at + Refer to common truss design for upper end. peak, splice, and heel plates. Connect diagonal at on s Bearing Refer to the Building Designer for conditions midpoint of vertical web. Refer to chart abo t� Fca •a o Ma vlaiftl not addressed by this detail. "WARNIN(iilm READ AND FOi OV ALL NOTES ON THIS DRAVDU '� oD�(TANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS �i .<` s 0 " ��� 0 . C OR10�: REF ASCE7-16-GAB16030 Trusses require extreme care In fabricating, hand(ing, shipping, Installing and bracing. Refer to and follow the latest edition of BCSI (BuRding Component Safety Information, by TPI and SBCA) for safety A ®e 0 �� A l? (� DATE O1/26/2018 practices prior to performing these functions. Installers shall provide temporaryy bracing per BCSL Unless anted otherwise, top chord shall have bottom d� /f�AI�� 1� DRWG A16030ENC160118 properly attached structural shenthtno and chord shall have a properly attached rigid ce0.ing. Locations shown for permanent lateral restraint of webs shall have bracing Installed BCSI B31B7 `V W]Vf per sections or B10, as applkabte. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. �I Refer to drawings 160A-Z for standard plate positions. Alpine, a division of ITV Building Components Group Inc shall not be responsible for anyy deviation from AN TTW COMPANY this drawing, any fallure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, Installation & bracing of trusses. AX, TAT, LDr 60 PSF A seal on this drawing or cover page Usting this drawing, Indicates acceptance of professional \ \ 514\Earth Cil \ Expressway Y P y englnecring responsWFty solely for the design shown The suitability and use of this drawing 11 Suite\242 far any structure Is the respons6Nty of the Building Designer per ANSI/TPI 1 Sec2. \ \ Earth\ City,\ MO\ 63045 For no" information see this Job's general notes page and these web ALPINEe www.alpineltw.com) TPIi www.tpinst.org) SBCA www.sbclndustry.org) ICG ,uw.l MAX, SPACING 24,0' 'T Relnfol Memb Go Tr Gable Detail Fnr I Pt -in \/PI -tarn 1 4_- Gable Truss Plate pproprlate Alpine gable detail for e sizes for vertical studs, Engineered truss design for peak, ,b, and heel plates. vertical plates overlap, use a .te that covers the total area of lapped plates to span the web. el 2*2X4 4 2X8 Provide connections for uplift specified on the engineered truss design. Attach each 'T' reinforcing member with End Driven Nails[ 10d Common (0.148'x 3,',min) Nails at 4' o,c. plus (4) nails In the top and bottom chords, Toenalled NQI1si IOd Common (0.148'x3',min) Toenails at 4' o,c. plus (4) toenails In the top and bottom chords. This detail to be used with the appropriate Alpine gable detail for ASCE wind load, ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 ASCE 7-10 8 ASCE 7-16 Gable Detail Drawings f A11515ENC100118, A12015ENC100118, A14015ENC100118, A18015ENC100118, A20015ENC100118, A20015END1001 0 ryr A11530ENC100118, A12030ENC100118, A14030ENC1�� 0 A18030ENC100118, A20030ENC100118, A20030ENI{T01l� A�0 3 61�11�?�C`�al S11515ENC100118, S12015ENC100118, S14015EN 0118,A6 bl�l S18015ENC100118, S20015ENC100118, S20015Ep�10011% S 0 15P 1 8 • S11530ENC100118, S12030ENC100118, S14030EMC1001VS, Saw 7 p S18030ENC100118, S20030ENC100118, S20030&N]yp0118, S20030PED100118 8 Tl T> See appropriate Alpine gable detail for maximum unrwInforced'6*e Vertical lgi -WARNIIG- READ AND FILLDW ALL NOTES UN THIS DRAWM VO -I PORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDB�i THE INSTALLERS. di Trusses require extreme care In fabricating, handUng, shipping, InstalUng and bracng. Refer to and folio. the latest edition of BCSI (Bullring Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom cho shall have a properly attached rigid ceRing. Locations shorn for permanent lateral restraint of web! shall have bracing Installed per BCSI sections B3, B7 or BID, as applicable. Apply plates to each face of truss anal position as shown above and on the Joint Detalls, unless noted otherwise. PI Refer to drawings 16CA-Z for standard plate positions. Alpine, a divislaInc.n of ITV Building Components Group Inshall not be responsible for any deviation fr this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY Installation R bracing of trusses. A seal on this drowing or cover page UstkQ this drawing, Fwlcates acceptance of professional 11 514N Earth\ City\ Expressway engineering responsibility solely for the design shown. The sultablUty and use of this dmwkV \ \ Suite\ 242 for any structure Is the responsU ty of the Bu &v Designer per ANSI/TPI 1 Sec2. / \ \ Earth\ City.\ MO\ 63045 For ncre Information see this Job's general notes page and these web - ow ALPINFu ww.alpineltw.coni TPD www.tpinstorgl SBCA, ww.sbclndustryargi ICO wwdctsaf -Aa q ATE OF T 0 0 • 0 ® 0 "' jiii��4 i'0 e Yoonhwak Kim, FL PE #86367 'T' Reinforcement Attachment Detail 'T' Reinforcing 'T' Reinforcing Member Member Toe-nall - Or - End-nall To convert from 'L' to 'T' reinforcing members, multiply 'T' Increase by length (based on appropriate Alpine gable detail). Maximum allowable 'T' reinforced gable vertical length Is 14' from top to bottom chord. 'T' reinforcing member material must match size, specie, and grade of the 'L' reinforcing member, ✓eb Length Increase w/ 'T' Brace 'T' Relnf. Mbr, Size 'T' Increase 2x4 30 X 2x6 20 X Example ASCE 7-10 Wind Speed = 120 mph Mean Roof Height = 30 ft, Kzt = 1.00 Gable Vertical = 24'o.c. SP #3 'T' Reinforcing Member Size = 2x4 'T' Brace Increase (From Above) = 307 = 1.30 (1) 2x4 'L' Brace Length = 8' 7' Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' TOT. LD. 60 PSF FAC, ANY SPACING 24.0' F LET -IN VERT TE 01/02/2018 WG GBLLETIN0118 0 0 I VALLEY FRAMING & BRACING DETAIL R BC t/2 01 Lumber Size and Grade Minumum Requirements GENERAL NOTES Purlins required T-0" O.C. in absence of plywood sheathing. Trusses without sheathing applied must be evaluated accordingly. Purlins should overlap sheathing one truss spacing minimum. In cases that this is Impractical, overlap sheathing a minimum of 6", and nail upwards through sheathing into purlin with a minimum of 8-8d (0.131"x2.5") common wire nails. Effects of not providing sheathing below a valley set must be evaluated by the building designer. This drawing applies to valleys with the following conditions: Spans (distance between heels) 40'-0" or less -Maximum valley height: 14'-0" -Maximum mean roof height: 30 feet -ASCE 7-05,140 mph, Enclosed, Cat II, Exp B,1=1.0, Kzt=1.0 -Or A Maximum of ASCE 7-10,180 mph, Enclosed, Exp D, Kzt=1.0 TRUSS TRUSS UNDER VALLEY FRAMING VALLEY RAFTER OR RIDGE ® +CRIPPLE ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max. ce the crippes for each row starting from the valleys or sleepers working inward to the ridge board so that cripple locations are gered between rows. (TYp) innection Requirement Notes 2x6 rafters to ridge 4 16d toe -nails Cripple to ridge 416d toe -nails Cripple to rafter 416d toe -nails (••) 816d face -nails Rafter to sleeper or blocking 516d toe -nails Rafter to two 2x6 sleepers 416d toe -nails Sleeper to truss 416d toe -nails Two 2x6 sleepers to truss 316d toe -nails each sleeper & truss Ridge board to roof block 416d toe -nails Ridge board to truss 416d toe -nails Puriin to (Typ) 316d toe -nails Truss to blocking 4 16d toe -nails Truss to cripple 416d toe -nails Truss to cripple 416d toe -nails Cripple to purlin 316d toe -nails tl%w r n-urncu rr an.ccrcrta AKM ubeul 13. Collar beam to rafter 416d toe -nails CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS -2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-0" long nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge of crippee with 10d 40.128"x3.0") nails at 6" o.c. "T" or scab must be 90 % of cripple length. Cripplles over 10'-0' long requre two CLR's or both faces wf "T'. or scab. Use stress graded lumber & box or common nails. cNarrow edge of cripple can face ridge or rafter, as long as the proper number of nails are Installed Into ridge board -Install blocking under rafter if sleepers are not used. -Install blocking under cripples If cripples fall between lower truss top chords and lateral bracing is not used. Apply all nailing in accordance to current NDSrwise.eme otherwise. He Nails are common wire nails unless noted otherwise. ��`'•v�GENSF''• C� � Smarr i BMARNmKb- READ NO FOLLW ALL NOTES DTI TWS MAVDIi S •-• - - - • on• Talro Ft1RMSH THIS BMWM TO ALL @nRACTuts +NIM rDUNG THE =TALLBRS. * • * C LL 20 30 40 54 REF VALLEY FRAMING Trusses ngulre extrene can In fabrlcatkg, handling, sWppkg, Instaltky and bracip ' Refer 64 fellow the latest edition of BCSI (BuRdkp Uwan•nt Safety Lrformatlon, by TP1 and SBCA) for di&y T T j C DL 10 20 7 7 DATE 10/01/14 prints net pN.r to perfomkp these functions. Installers shalt Provide tenporry bndnG. per B STATE 1 1= f1i • lHess rood oth-Ise, top chord shall have property attached structa j sheatHnG and bettat'cMM��tt p 1 //'"`111 O : Er413C BC DL 0 0 0 0 DRWG VACNV1801015 ., shall have a properly attached rlyd ceiling. Locations shown for pernanent lateral restraint of'.irett�7 0 • I._. shall have brackp kutalled per BCSI senor B3, 27 r B10, as applicable. Apply plates to each F¢cc j • �V of truss and osttlon as shorn above and m the Joint Detals, unless noted otherle. '', o�a'�,4OR10LL o 0 0 0 Refer to drawYgs 160A-Z for standard plate posltlons. ,o ® • Alpine, a division of ITV Bulldlno Components rroup L,a shalt not be responsible for any deviation f 0••.a•..jta•• ,4 TOT. LD.30 50 47 61 ANrl"WOOMRAMf this darkq, any �nreof fro bbusjthe arras kn conformance with ANSLTPI 1, or fr hwwUV, shIppiny oI (�,O�l`� f�l.seet ontion ;Z drarNtis fvo�r—cov;r trPthe bs o this ha- okili, Indicates f y a.�d u tHstanc,& of �drvrk�ip� ,�f "rA f Y notn`Ni` �t DUR. FAC. 1.25/1.15 13389 Lakefront Drive any heresponsibility ].*, D• � I I Sect' EaM City, MO 63045 For mare - see this job's General. notes page and these web sites. (� 2 C'� SPACING SEE ABOVE AIPM rrralpinrrr elt-onl TPI. tpi storpl SBwndrd CA, sbuICO stry V rrr.hczafeap